CN108918060B - A kind of dynamic response test device and test method that simulation tunnel is coupled by bottom entering type side direction type - Google Patents
A kind of dynamic response test device and test method that simulation tunnel is coupled by bottom entering type side direction type Download PDFInfo
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- CN108918060B CN108918060B CN201810448941.XA CN201810448941A CN108918060B CN 108918060 B CN108918060 B CN 108918060B CN 201810448941 A CN201810448941 A CN 201810448941A CN 108918060 B CN108918060 B CN 108918060B
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M7/00—Vibration-testing of structures; Shock-testing of structures
- G01M7/02—Vibration-testing by means of a shake table
- G01M7/025—Measuring arrangements
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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
- G01N3/32—Investigating strength properties of solid materials by application of mechanical stress by applying repeated or pulsating forces
- G01N3/34—Investigating strength properties of solid materials by application of mechanical stress by applying repeated or pulsating forces generated by mechanical means, e.g. hammer blows
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/24—Earth materials
Abstract
The invention discloses a kind of dynamic response test devices that simulation tunnel is coupled by bottom entering type side direction type, including cabinet, sliding track mechanism, the cabinet includes reaction frame, chamber, spring, and the cabinet includes reaction frame, chamber, spring, sliding slot, bracket；The sliding track mechanism includes horizontal slide rail mechanism and upright slide rail mechanism, and the horizontal slide rail mechanism and upright slide rail mechanism respectively include sliding slot, bracket.Potential energy is kinetic energy by the bead that the present invention falls from sliding slot, periodic bump test case, and start height, the different time intervals of release bead when falling by bead, it is tested to simulate tunnel surrounding Dynamic response to earthquake under earthquake territory level, vertical earthquake motion coupling, reproduce earthquake territory tunnel surrounding seismic wave power effect response process and response mode, it provides for Structural Design, geological hazards prediction etc. and accurately and reliably suggests, provide fortification against earthquakes to engineering construction.
Description
Technical field
The invention belongs to Geotechnical Engineering field, especially a kind of simulation tunnel is moved by the coupling of bottom entering type side direction type
Force-responsive test device and test method.
Background technique
Earthquake is vibration caused by during earth's crust quick release of energy, during which can generate a kind of naturally existing of seismic wave
As.Seismic wave is divided into three types by circulation way: longitudinal wave, shear wave and surface wave.Longitudinal wave is translatory wave, and spread speed is in the earth's crust
5.5~7,000 meter per seconds reach earthquake centre, also known as P wave at first, it vibrates up and down ground, destructive weaker.Shear wave is to cut
Wave is cut, the spread speed in the earth's crust is 3.2~4.0 thousand meter per seconds, and second arrival earthquake centre, also known as S wave, it makes ground
Front and rear, left and right shake, it is destructive stronger.Surface wave is also known as L wave, is the mixing for exciting generation after earth's surface is met by longitudinal wave and shear wave
Wave.Its wavelength is big, amplitude is strong, can only propagate along ground surface, is the principal element for causing building to destroy strongly.Damage Epicenter vibration
Dynamic most strong, the area destroyed than also most serious is known as meizoseismal area, and when earthquake occurs, most basic phenomenon is the continuous vibration on ground
Dynamic, mainly apparent to shake, the people of meizoseismal area feels to move up and down, i.e. longitudinal wave first sometimes before the shaking for feeling big
It arrives first at, followed by double swerve caused by shear wave, followed by shaking big caused by surface wave.
After tunnel surrounding, that is, tunnel excavation around it in a certain range, part rock that its stability is had an impact
(soil) body.Stratum around tunnel can be soft or hard different rock, be also possible to loose soil, and it is a kind of special that soil is considered as
(detrition is serious) rock, so the stratum around tunnel, the either soil body or rock mass, are referred to as country rock.This model
The hole diameter for being about 6~10 times is trapped among on cross section.It is generally acknowledged that the vibration of subterranean tunnel country rock accelerates under seismic loading
Degree is less than ground, and country rock has enough rigidity to keep tunnel-shaped constant, and therefore, there is preferable anti-seismic performance in tunnel.So
And the result phase Divergence of violent earthquake twice of this viewpoint and phase at the end of the 20th century, nineteen ninety-five Osaka-Kobe earthquake cause in disaster area 10% mountain
Ridge tunnel is seriously destroyed；After TaiWan, China Chi-Chi Earthquakes in 1999, away within the scope of seismogenic fault 25km in the middle part of TaiWan, China
44 impaired tunnels in, the person of being badly damaged is up to 25%, medium sufferer 25%.
Southwestern China portion area is the multiple area of high-intensity earthquake, and is being built or proposed large-scale hydroelectric project and ground
The more key area of engineering subterranean tunnel group.The Seismic Design earthquake intensity in tunnel require it is high, dynamic response when tunneling and
Adjoining rock stability is that high earthquake intensity region underground engineering construction needs primary study and solves the problems, such as.The stability of subterranean tunnel
Stability analysis (abutment wall or crown of the analysis mainly including global stability analysis (excessive plastic zone deformation) and local block
Block collapse).Japanese east coast earthquake in 2011 and Chinese Wenchuan earthquake example in 2008 prove, seismic loading
Lower subterranean tunnel deformation and failure can directly result in slump and the damaged fracture of tunnel internal building of abutment wall and vault etc., over the ground
Lower engineering safety causes to seriously affect.
Dynamic seismic effect is sufficiently complex, is simulated in research frequently with numerical method at present, while mostly using vibration
The full-scale model tests such as platform test and Dynamic Centrifugal Model Test carry out failure under earthquake action, however rarely have and be related to simply shaking
The simulating test device of power can be reproduced in the horizontal and vertical bilateral seismic load coupling power of varying strength and act on lower tunnel surrounding
Response.Therefore, it needs to develop a kind of analog tunnel by the dynamic response test device of earthquake, realizes testing equipment system
It is convenient to make, and test method is simple, economical, repeatable.
Summary of the invention
Technical problem to be solved by the invention is to provide a kind of production of testing equipment is convenient, test method is simple, it is economical,
Repeatable simulation tunnel provides for geological hazards prediction according to ginseng by the dynamic response test device and test method of earthquake
Examine, in geotechnical engineering structure design and optimization reliable parameter recommendation is provided.
The technical solution adopted by the present invention to solve the technical problems is: a kind of simulation tunnel is by bottom entering type side direction type coupling
The dynamic response test device of conjunction, including cabinet, sliding track mechanism, the cabinet include reaction frame, chamber, spring；It is described
Top, bottom, left side and the right side of reaction frame are equipped with steel plate, and the chamber is placed in reaction frame, in the chamber
Portion, left side wall and right side wall are correspondingly connected with by the top of spring and reaction frame, left side and right side steel plate, the chamber with
The steel ball for being provided with spring between the steel plate of reaction frame bottom and can be free to slide to level along left and right sides, the chamber bottom
On the outside of portion and reaction frame bottom steel plate inside is corresponding for accommodating the sliding rail of steel ball, the cunning to being provided with along left and right sides
Rail and spring intervals are arranged；Steel plate is equipped with collision rectangular aperture on the right side of the reaction frame；
The sliding track mechanism includes horizontal slide rail mechanism and upright slide rail mechanism, and the horizontal slide rail mechanism includes first
Sliding slot, first support, the first sliding groove be divided into the first vertical accelerating sections, the first arc accelerating sections, first level straightway and
First level arc hits section, and the arc inflection point that the first level arc hits section passes through collision rectangular aperture and is fixed on test
At the centroid of case right side wall；The first sliding groove bottom is equipped at least one first support to fixed first sliding groove；
The upright slide rail mechanism includes second sliding slot, second support, and the second sliding slot is divided into the second vertical acceleration
Section, the second arc accelerating sections, the second horizontal linear section and the second arc hit section, and second arc hits the arc inflection point of section
It is fixed on reaction frame bottom；The second sliding slot bottom is equipped at least one second support to fixed second sliding slot；
The chamber antetheca is equipped with watch window, and tunnel model is equipped in the chamber and simulates tunnel surrounding
Soil sample, the tunnel model is open at one end to be placed in soil sample towards watch window, the axis of the tunnel model and chamber
Axis is overlapped.
Preferably, the first vertical accelerating sections of horizontal slide rail mechanism first sliding groove is height-adjustable, and described first is sliding
Slot is equipped with the first lifting platform, and first lifting platform is equipped with the sulculus that bead can be allowed to slide, described sulculus one end
It is connect with the first vertical accelerating sections of first sliding groove；
Second vertical accelerating sections of upright slide rail mechanism second sliding slot is height-adjustable, and the second sliding slot is equipped with
Second lifting platform, second lifting platform are equipped with the sulculus that bead can be allowed to slide, and described sulculus one end is sliding with second
The vertical accelerating sections connection of the second of slot.
Preferably, the first level arc of horizontal slide rail mechanism first sliding groove hits section with the shape of chamber right side wall
It is in mirror symmetry that normal, which is symmetry axis, at the heart.
Preferably, the first level arc of horizontal slide rail mechanism first sliding groove hits the shape of section and chamber right side wall
The angle of normal is θ at the heart, 30 °≤θ≤60 °.
Preferably, in the same size equally distributed 36 are used between test upper box part and the top steel plate of reaction frame
The connection of root spring.
Preferably, using in the same size equally distributed between the chamber right side wall and the right side steel plate of reaction frame
36 spring connections；In the same size equally distributed 36 are used between the chamber left side wall and the left side steel plate of reaction frame
The connection of root spring.
A kind of dynamic response test method that simulation tunnel is coupled by bottom entering type side direction type, includes the following steps,
(a) dynamic response that a kind of simulation tunnel described in any of the above embodiments is coupled by bottom entering type side direction type is provided to test
Device carries out rational proportion to test soil sample according to the tunnel surrounding parameter in testing program, by test soil sample and tunnel model
It is placed in chamber, is overlapped the axis of tunnel model with chamber axis；
(b) bead is discharged in horizontal slide rail mechanism, bead in first sliding groove successively by the first vertical accelerating sections,
First arc accelerating sections, first level straightway and first level arc hit section, then pass through touching for reaction frame right side wall
The arc inflection point bump test case that rectangular aperture hits section in first level arc is hit, the mechanical response of tunnel surrounding is observed；
(c) bead is discharged in upright slide rail mechanism, bead in second sliding slot successively by the second vertical accelerating sections,
Second arc accelerating sections, the second horizontal linear section and the second arc hit section, then hit reaction frame bottom, and observation tunnel encloses
The mechanical response of rock；
(d) by periodically discharging bead bump test case in horizontal slide rail mechanism and upright slide rail mechanism simultaneously,
Simulate the dynamic response of the tunnel surrounding under ground seismic wave function.
Preferably, the step (b) or (c) the average impact force of medium and small ball impact chamberIt is obtained by the following formula:
Wherein M is the quality of bead, unit kg；For the speed after bead bump test case,For the examination of small ball impact
Speed before tryoff,Unit is m/s；Δ t is the time of bead bump test case, unit s；As simulate earthquake
Shear wave or longitudinal wave act on the active force of tunnel surrounding；
WhereinIt is obtained by the following formula:
h1For the vertical range between bead point of release and rum point, unit m；G=9.8m/s2。
Preferably, when considering the effect of single secondary wave, in the vertical accelerating sections of horizontal slide rail mechanism first sliding groove first
Same position, by different time interval discharge bead；When considering the effect of single P wave, in upright slide rail mechanism
The same position of the vertical accelerating sections of second sliding slot second discharges bead by different time intervals.
Preferably, when considering varying strength ground seismic wave function, accelerate vertically in horizontal slide rail mechanism first sliding groove first
Section discharges small simultaneously with the different location of the vertical accelerating sections of upright slide rail mechanism second sliding slot second, by different time intervals
Ball.
The beneficial effects of the present invention are: the dynamic response that a kind of simulation tunnel of the invention is coupled by bottom entering type side direction type
Potential energy is kinetic energy by test device, the bead to fall from sliding slot, periodic bump test case, and under being started by bead
The different time intervals of height, release bead when falling, to simulate under earthquake territory level, vertical earthquake motion coupling differently
Tunnel surrounding Dynamic response to earthquake is tested under the conditions of shake intensity, various durations and different cycles, truly reproduces earthquake territory
Tunnel surrounding seismic wave power acts on response process and response mode, provides standard for Structural Design, geological hazards prediction etc.
It is really reliable to suggest, it provides fortification against earthquakes to engineering construction；
Bead potential energy not only can be kinetic energy, but also adjustable small direction of bowl bump test case by four sections of designs of sliding slot
Simulate seismic wave, and bead recycling is convenient, can successively recycle, to realize the successive shock of bead, truly
Simulate the effect of seismic wave；
The configuration of the present invention is simple is easy to be made, is easy to operate, and test method is simple, economical, repeatable.
Detailed description of the invention
Fig. 1 is a kind of signal for the dynamic response test device that simulation tunnel is coupled by bottom entering type side direction type of the present invention
Figure；
Fig. 2 is a kind of left view for the dynamic response test device that simulation tunnel is coupled by bottom entering type side direction type of the present invention
(m) and right view (n)；
Fig. 3 is a kind of vertical view for the dynamic response test device that simulation tunnel is coupled by bottom entering type side direction type of the present invention
Figure；
In the figure, it is marked as 1- cabinet, 11- chamber, 12- tunnel model, 13- tunnel surrounding, 14- steel ball, 15- spring,
16- reaction frame, 2- horizontal slide rail mechanism, 21- sliding slot, the vertical accelerating sections of 22-, 23- arc accelerating sections, 24- horizontal linear
It is sliding that the horizontal arc of section, 25- hits section, 5- arc inflection point, 26- bracket, 27- lifting platform, 3- upright slide rail mechanism, 31-
The vertical accelerating sections of slot, 32-, 33- arc accelerating sections, 34- horizontal linear section, 35- arc hit section, 36- bracket, 37- liftable
Platform, 9- bead, 10- spring installation point, 4- collision rectangular aperture, 41- bead recovery end, 42- rum point, 43- bead are incident
The angle of normal at end, θ-incident direction of bead lateral impact chamber and the centroid of chamber right side wall.
Specific embodiment
Present invention will be further explained below with reference to the attached drawings and examples.
As shown in Figure 1, Figure 2 and Figure 3, the dynamic response that a kind of simulation tunnel of the invention is coupled by bottom entering type side direction type
Test device, including cabinet 1, sliding track mechanism, the cabinet include reaction frame 16, chamber 11, spring 15；The counter-force frame
Top, bottom, left side and the right side of frame 16 are equipped with steel plate, and the chamber 11 is placed in reaction frame 16, the chamber 11
Top, left side wall and right side wall are correspondingly connected with by spring 15 and the top, left side and right side steel plate of reaction frame 16, the examination
Be arranged between 16 bottom steel plate of tryoff 11 and reaction frame spring and have can along left and right sides to horizontal steel ball 14 free to slide,
It is corresponding for accommodating to being provided with along left and right sides on the inside of 16 bottom steel plate of 11 bottom outside of chamber and reaction frame
The sliding rail of steel ball, the sliding rail and spring intervals are arranged；One sliding rail, one row's spring of setting, test are set in left-right direction
Case is placed on spring, and the height after spring-compressed is equal to the diameter of bead, level side when both ensure that shock in the horizontal direction
Upward resistance is small, and experiment is accurate, in turn ensures when vertical direction is hit, simulates tunnel surrounding elastic resistance.
The 16 right side steel plate of reaction frame is equipped with collision rectangular aperture 4；
The sliding track mechanism includes horizontal slide rail mechanism 2 and upright slide rail mechanism 3, and the horizontal slide rail mechanism 2 includes
First sliding groove 21, first support 26, the first sliding groove 21 are divided for the first vertical accelerating sections 22, the first arc accelerating sections 23,
One horizontal linear section 24 and first level arc hit section 25, and the arc inflection point 5 that the first level arc hits section 25 passes through
Collision rectangular aperture 4 is fixed at the centroid of 11 right side wall of chamber；21 bottom of first sliding groove be equipped at least one to
The first support 26 of fixed first sliding groove 21；The first support 26 is arranged every a distance, to fix first sliding groove 21, prevents
Only first sliding groove 21 tilts or topples over.
The upright slide rail mechanism 3 includes second sliding slot 31, second support 36, and the second sliding slot 31 is divided perpendicular for second
Straight accelerating sections 32, the second arc accelerating sections 33, the second horizontal linear section 34 and the second arc hit section 35, and second arc is hit
The arc inflection point for hitting section 35 is fixed on 16 bottom of reaction frame；31 bottom of second sliding slot is equipped at least one to fix the
The bracket 36 of two sliding slots 31；The second support 36 is arranged every a distance, to fix second sliding slot 31, prevents second sliding slot
31 inclinations are toppled over.
11 antetheca of chamber is equipped with watch window, and tunnel model 12 and simulation tunnel are equipped in the chamber 11
The soil sample of country rock 13, the tunnel model 12 is open at one end to be placed in soil sample towards watch window, the tunnel model 12
Axis is overlapped with 11 axis of chamber.Organic glass observation window can be selected in the watch window, to observe tunnel in chamber
The deformation of road model and tunnel surrounding.
First vertical accelerating sections 22 of 2 first sliding groove 21 of horizontal slide rail mechanism is height-adjustable, the first sliding groove
21 are equipped with the first lifting platform 27, and first lifting platform 27 is equipped with the sulculus that bead can be allowed to slide, the sulculus
One end is connect with the first vertical accelerating sections 22 of first sliding groove 21；Described sulculus one end is high, one end is low, lower one end and first
Vertical accelerating sections 22 connects, for guiding bead to roll to the described first vertical accelerating sections 22.
Second vertical accelerating sections 32 of 3 second sliding slot 31 of upright slide rail mechanism is height-adjustable, the second sliding slot
31 are equipped with the second lifting platform 37, and second lifting platform 37 is equipped with the sulculus that bead 9 can be allowed to slide, the sulculus
One end is connect with the second vertical accelerating sections 32 of second sliding slot 31.Described sulculus one end is high, one end is low, lower one end and second
Vertical accelerating sections 32 connects, for guiding bead to roll to the described second vertical accelerating sections 32, so that bead is under second sliding slot 31
It falls.
The first level arc of 2 first sliding groove 21 of horizontal slide rail mechanism hits section 25 with the shape of 11 right side wall of chamber
It is in mirror symmetry that normal, which is symmetry axis, at the heart.The first level arc of 2 first sliding groove 21 of horizontal slide rail mechanism hits section 25
Angle with normal at the centroid of 11 right side wall of chamber is θ, 30 °≤θ≤60 °.Angle theta is smaller, and lateral impact power is bigger, but
It is that θ is possible near rum point hit repeatedly when bead can be caused to pop up less than 30 °, causes the intensity inaccuracy of seismic wave,
To the tunnel surrounding dynamic response observed also just and actual conditions there are deviations；θ is unfavorable for the recycling of bead less than 30 °,
To influence continuous, the periodically shock of bead；And θ be greater than 60 ° when it is too small to the impact force of chamber in the horizontal direction, for
Biggish seismic wave intensity must improve the height of bead point of release, to improve test difficulty.Pass through Physical Experiment result
It obtains, when pipeline is 100cm diameter, and bead is 60cm diameter, when projected angle of impact is 45 °, lateral impact power is big, bead recycling
It is convenient, it can continuously hit to simulate the seismic wave of different cycles, varying strength.
Wherein between the top of chamber 11 and the top steel plate of reaction frame 16,11 right side wall of chamber and reaction frame
Between 16 right side steel plate, between 11 left side wall of chamber and the left side steel plate of reaction frame 16 each face spring number by
Following formula obtains:
Wherein K is the elasticity resisting coefficient of tunnel surrounding, k0For the coefficient of elasticity of single spring, the elasticity of tunnel surrounding 13
Resistance coefficient K is obtained by the following formula:
Wherein E is tunnel surrounding elasticity modulus, if units MPa/cm of elasticity resisting coefficient, the unit of corresponding tunnel radius
For cm, the unit of elastic modulus E is MPa.Therefore the present invention can simulate different tunnel surrounding parameters by setting number of springs
Tunnel surrounding.
Equally distributed 36 in the same size are used between 11 top of chamber and the top steel plate of reaction frame 16
Spring 15 connects.It is uniformly distributed between 11 right side wall of chamber and the right side steel plate of reaction frame 16 using in the same size
36 springs 15 connection；Using in the same size equal between 11 left side wall of chamber and the left side steel plate of reaction frame 16
36 springs 15 of even distribution connect.
A kind of dynamic response test method that simulation tunnel is coupled by bottom entering type side direction type, includes the following steps,
(a) dynamic response that a kind of simulation tunnel described in any of the above embodiments is coupled by bottom entering type side direction type is provided to test
Device carries out rational proportion to test soil sample according to the tunnel surrounding parameter in testing program, by test soil sample and tunnel model
12 are placed in chamber 11, are overlapped the axis of tunnel model 12 with 11 axis of chamber；
(b) bead 9 is discharged in horizontal slide rail mechanism 2, bead successively adds by first vertically in first sliding groove 21
Fast section 22, the first arc accelerating sections 23, first level straightway 24 and first level arc hit section 25, then pass through counter-force frame
The collision rectangular aperture 4 of 16 right side wall of frame hits the 5 bump test case 11 of arc inflection point of section 25 in first level arc, observes tunnel
The mechanical response of road country rock 13；
(c) bead 9 is discharged in upright slide rail mechanism 3, bead successively adds by second vertically in second sliding slot 31
Fast section 32, the second arc accelerating sections 33, the second horizontal linear section 34 and the second arc hit section 35, then hit reaction frame 16
The mechanical response of tunnel surrounding 13 is observed in bottom；
(d) by periodically discharging 9 bump test of bead in horizontal slide rail mechanism 2 and upright slide rail mechanism 3 simultaneously
Case 11 simulates the dynamic response of the tunnel surrounding 13 under ground seismic wave function.
The step (b) or (c) in 9 bump test case 11 of bead average impact forceIt is obtained by the following formula:
Wherein M is the quality of bead, unit kg；For the speed after bead bump test case,For the examination of small ball impact
Speed before tryoff 11,Unit is m/s；Δ t is the time of bead bump test case, unit s；As simulation ground
Shake shear wave or longitudinal wave act on the active force of tunnel surrounding 13；
WhereinIt is obtained by the following formula:
h1For the vertical range between bead point of release and rum point, unit m；G=9.8m/s2。
When considering the effect of single secondary wave, in the vertical accelerating sections 22 of 2 first sliding groove of horizontal slide rail mechanism 21 first
Same position discharges bead 9 by different time intervals；When considering the effect of single P wave, in upright slide rail mechanism 3
The same position of the vertical accelerating sections 32 of first sliding groove 31 first discharges bead 9 by different time intervals, strong in single earthquake
Under degree effect, Stress relief will occur for tunnel support structure and tunnel surrounding 13, or even generate destruction, from 11 observation window of chamber
Mouth can observe directly the deformation of tunnel support structure and tunnel surrounding 13.
When considering varying strength ground seismic wave function, accelerate vertically in horizontal slide rail mechanism 2 and 3 sliding slot of upright slide rail mechanism
The different location of section discharges bead 9 simultaneously by different time intervals, sliding in horizontal slide rail mechanism 2 and upright slide rail mechanism 3
Bead in slot will strike respectively side wall and the bottom of chamber 11 with different kinetic energy and impact force, by adjusting releasing
The height of the quantity, release bead dropped shot discharges the time interval of bead to realize simulation, observation one earthquake spectral action
The mechanical response of lower meizoseismal area tunnel surrounding.
Embodiment:
As shown in Figure 1, Figure 2 and Figure 3, the power that a kind of simulation tunnel of the invention is coupled by bottom entering type side direction type is installed
Response test device, as shown in Figure 1, the soil sample for simulating Wall Rock of Tunnel 13 is loaded in chamber 11, tunnel model 12 is placed in
In soil sample, the guarantee of tunnel model axis is overlapped with 11 axis of chamber；Organic glass observation window is installed on 11 antetheca of chamber, with
Just the deformation of 11 inner tunnel model 12 of chamber is observed, the Analysis of Field Geotechnical Parameters of tunnel surrounding 13 is as shown in table 2.
After device installs, the first lifting platform 27 of horizontal slide rail mechanism 2 is adjusted, until h1Position, be by diameter
6cm, the bead that quality is 887.81g discharge on the first lifting platform 27.Make bead along 21 bump test of first sliding groove
11 right wall of case is hit section 25 along first level arc after shock and is popped up, and the first level arc of first sliding groove 21 hits section 25
Angle theta with normal at the centroid of 11 right side wall of chamber is 45 °.
The second lifting platform 37 of upright slide rail mechanism 3 is adjusted to h1Position, by diameter be 6cm, quality is
The bead of 887.81g discharges on the second lifting platform 37.Make bead along 31 bump test bottom portion of second sliding slot, hits
It hits section 35 along the second arc after hitting to pop up, it is 45 ° that the arc of second sliding slot 31, which hits section 35 and the angle of vertical direction,.
The speed v before bead slides to bump test case is calculated according to kinetic energy equation1:
Using the outside side of vertical steel plate as positive direction；
Average impact force in knockout process is calculated by the equation of momentum
Wherein M is the quality of bead, unit kg；For the speed after bead bump test case,For the examination of small ball impact
Speed before tryoff,Unit is m/s；Δ t is the time of bead bump test case, unit s；As simulate earthquake
Wave acts on the active force of tunnel surrounding；h1For the vertical range between bead point of release and rum point, unit m；G=
9.8m/s2。
Wherein, the speed after the speed of bead bump test case 1Collision time Δ t is measured by velocity radar, Δ t
Unit be s；As active force of the simulation ground seismic wave function in 13 soil sample of tunnel surrounding；
That is P Δ t=M (v2+v1) cos45 °, using the outside side of vertical steel plate as positive direction；After discharging first bead, stand
Lifting platform height is adjusted to h1, interval time Δ tsSecond bead is discharged, aforesaid operations are repeated；
After discharging multiple beads, seismic wave is simulated to the effect of soil layer and the response of tunnels in soil.
Through the deformation in organic glass observation window observation tunnel, the Mechanism of Deformation And Failure in tunnel is probed into, as a result such as table 1
It is shown.Wherein table 1 is to simulate tunnel by the dynamic response of seismic wave in the horizontal direction with vertical direction bump test case simultaneously
Parameter, table 1 are in horizontal and vertical direction while bump test case, dynamic response parameter of the simulation tunnel by seismic wave.
Table 1
2 tunnel surrounding parameter of table
Claims (10)
1. a kind of dynamic response test device that is coupled by bottom entering type side direction type of simulation tunnel, it is characterised in that: including cabinet,
Sliding track mechanism, the cabinet include reaction frame, chamber, spring；Top, bottom, left side and the right side of the reaction frame
Equipped with steel plate, the chamber is placed in reaction frame, and the test upper box part, left side wall and right side wall pass through spring and counter-force
Top, left side and the right side steel plate of frame are correspondingly connected with；
Spring is provided between the chamber and reaction frame bottom steel plate and can be along left and right sides to horizontal free to slide
It is corresponding for accommodating to being provided with along left and right sides on the inside of steel ball, the chamber bottom outside and reaction frame bottom steel plate
The sliding rail of steel ball, the sliding rail and spring intervals are arranged；Steel plate is equipped with collision rectangular aperture on the right side of the reaction frame；
The sliding track mechanism includes horizontal slide rail mechanism and upright slide rail mechanism, and the horizontal slide rail mechanism includes first sliding
Slot, first support, the first sliding groove are divided into the first vertical accelerating sections, the first arc accelerating sections, first level straightway and
One horizontal arc hits section, and the arc inflection point that the first level arc hits section passes through collision rectangular aperture and is fixed on chamber
At the centroid of right side wall；The first sliding groove bottom is equipped at least one first support to fixed first sliding groove；
The upright slide rail mechanism includes second sliding slot, second support, and the second sliding slot is divided into the second vertical accelerating sections,
Two arc accelerating sections, the second horizontal linear section and the second arc hit section, and the arc inflection point that second arc hits section is connected
In reaction frame bottom；The second sliding slot bottom is equipped at least one second support to fixed second sliding slot；
The chamber antetheca is equipped with watch window, the soil equipped with tunnel model and simulation tunnel surrounding in the chamber
Sample, the tunnel model is open at one end to be placed in soil sample towards watch window, the axis and chamber axis of the tunnel model
Line is overlapped.
2. a kind of dynamic response test device that simulation tunnel is coupled by bottom entering type side direction type according to claim 1,
It is characterized by: the first vertical accelerating sections of horizontal slide rail mechanism first sliding groove is height-adjustable, in the first sliding groove
Equipped with the first lifting platform, first lifting platform is equipped with the sulculus that bead can be allowed to slide, described sulculus one end and the
The vertical accelerating sections connection of the first of one sliding slot；
Second vertical accelerating sections of upright slide rail mechanism second sliding slot is height-adjustable, and the second sliding slot is equipped with second
Lifting platform, second lifting platform are equipped with the sulculus that bead can be allowed to slide, described sulculus one end and second sliding slot
Second vertical accelerating sections connection.
3. a kind of dynamic response test device that simulation tunnel is coupled by bottom entering type side direction type according to claim 1,
It is characterized by: horizontal slide rail mechanism first sliding groove first level arc hit section with the centroid of chamber right side wall at
Normal is that symmetry axis is in mirror symmetry.
4. according to a kind of described in any item dynamic response surveys that simulation tunnel is coupled by bottom entering type side direction type of claim 2-3
Trial assembly is set, it is characterised in that: the first level arc of horizontal slide rail mechanism first sliding groove hits section and chamber right side wall
Centroid at the angle of normal be θ, 30 °≤θ≤60 °.
5. a kind of dynamic response test device that simulation tunnel is coupled by bottom entering type side direction type according to claim 1,
It is characterized by: using equally distributed 36 bullets in the same size between test upper box part and the top steel plate of reaction frame
Spring connection.
6. a kind of dynamic response test device that simulation tunnel is coupled by bottom entering type side direction type according to claim 1,
It is characterized by: using equally distributed 36 in the same size between the chamber right side wall and the right side steel plate of reaction frame
Spring connection；Equally distributed 36 bullets in the same size are used between the chamber left side wall and the left side steel plate of reaction frame
Spring connection.
7. a kind of dynamic response test method that simulation tunnel is coupled by bottom entering type side direction type, it is characterised in that: including following
Step,
(a) power that a kind of simulation tunnel as claimed in any one of claims 1 to 6 is coupled by bottom entering type side direction type is provided to ring
Test device is answered, rational proportion is carried out to test soil sample according to the tunnel surrounding parameter in testing program, by test soil sample and tunnel
Road model is placed in chamber, is overlapped the axis of tunnel model with chamber axis；
(b) bead is discharged in horizontal slide rail mechanism, bead successively passes through the first vertical accelerating sections, first in first sliding groove
Arc accelerating sections, first level straightway and first level arc hit section, then pass through the collision square of reaction frame right side wall
Shape opening hits the arc inflection point bump test case of section in first level arc, observes the mechanical response of tunnel surrounding；
(c) bead is discharged in upright slide rail mechanism, bead successively passes through the second vertical accelerating sections, second in second sliding slot
Arc accelerating sections, the second horizontal linear section and the second arc hit section, then hit reaction frame bottom, observe tunnel surrounding
Mechanical response；
(d) by periodically discharging bead bump test case, simulation in horizontal slide rail mechanism and upright slide rail mechanism simultaneously
The dynamic response of tunnel surrounding under ground seismic wave function.
8. a kind of dynamic response test method that simulation tunnel is coupled by bottom entering type side direction type according to claim 7,
It is characterized by: the step (b) or (c) the average impact force of medium and small ball impact chamberIt is obtained by the following formula:
Wherein M is the quality of bead, unit kg；For the speed after bead bump test case,Before bead bump test case
Speed,Unit is m/s；Δ t is the time of bead bump test case, unit s；As simulate secondary wave or
Longitudinal wave acts on the active force of tunnel surrounding；
WhereinIt is obtained by the following formula:
h1For the vertical range between bead point of release and rum point, unit m；G=9.8m/s2。
9. a kind of dynamic response test side that simulation tunnel is coupled by bottom entering type side direction type according to claim 7 or 8
Method, it is characterised in that: when considering the effect of single secondary wave, in the vertical accelerating sections of horizontal slide rail mechanism first sliding groove first
Same position discharges bead by different time intervals；When considering the effect of single P wave, in upright slide rail mechanism the
The same position of two the second vertical accelerating sections of sliding slot discharges bead by different time intervals.
10. a kind of dynamic response test side that simulation tunnel is coupled by bottom entering type side direction type according to claim 7 or 8
Method, it is characterised in that: when considering varying strength ground seismic wave function, in the vertical accelerating sections of horizontal slide rail mechanism first sliding groove first
It is discharged simultaneously with the different location of upright slide rail mechanism the second vertical accelerating sections of second sliding slot, by different time intervals small
Ball.
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