CN108918060A - 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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- G—PHYSICS
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
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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, spread speed in the earth's crust
For 5.5~7,000 meter per seconds, earthquake centre, also known as P wave are reached at first, it vibrates up and down ground, destructive weaker.Shear wave is
Shearing wave, 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 sends out ground
Raw front and rear, left and right shake, it is destructive stronger.Surface wave is also known as L wave, is to excite generation after earth's surface is met by longitudinal wave and shear wave
Mixed recharge.Its wavelength is big, amplitude is strong, can only propagate along ground surface, is the principal element for causing building to destroy strongly.Earthquake centre
Nearby vibration is most strong, and the area destroyed than also most serious is known as meizoseismal area, and when earthquake occurs, most basic phenomenon is ground
Continuous shaking, mainly apparent to shake, the people of meizoseismal area feels to jump up and down first sometimes before the shaking for feeling big
Dynamic, i.e., longitudinal wave 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
Range is about 6~10 times of hole diameter on cross section.It is generally acknowledged that under seismic loading, the vibration of subterranean tunnel country rock
Acceleration is less than ground, and country rock has enough rigidity to keep tunnel-shaped constant, and therefore, there is preferable shock resistance in tunnel
Energy.However, 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 tunnel is seriously destroyed.
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 stabilization of subterranean tunnel
Property analysis mainly including global stability analysis (excessive plastic zone deformation) and part block stability analysis (abutment wall or
The block of crown collapses).Japanese east coast earthquake in 2011 and Chinese Wenchuan earthquake example in 2008 prove, earthquake load
The slump and the damaged fracture of tunnel internal building of abutment wall and vault can be directly resulted in by acting on lower subterranean tunnel deformation and failure
Deng causing to seriously affect to underground engineering safety.
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 Simple earthquake
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
The response of country rock.Therefore, it needs to develop a kind of analog tunnel by the dynamic response test device of earthquake, realizes test
Equipment making is convenient, 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 foundation by the dynamic response test device and test method of earthquake for geological hazards prediction
With reference to, 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
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 test
It is corresponding for accommodating the sliding rail of steel ball to being provided with along left and right sides on the inside of case bottom outside and reaction frame bottom steel plate,
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 sliding
Slot, bracket, the sliding slot are divided into vertical accelerating sections, arc accelerating sections, horizontal linear section and horizontal arc and hit section, the water
The arc inflection point that flat arc hits section passes through collision rectangular aperture and is fixed at the centroid of chamber right side wall；The sliding slot bottom
Portion is equipped at least one bracket to fixed chute；
The upright slide rail mechanism includes sliding slot, bracket, and the sliding slot is divided into vertical accelerating sections, arc accelerating sections, water
Flat level and arc hit section, and the arc inflection point that the arc hits section is fixed on reaction frame bottom；The sliding slot bottom
Bracket equipped at least one to fixed chute；
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 vertical accelerating sections of the horizontal slide rail mechanism and upright slide rail mechanism sliding slot is height-adjustable, described
Sliding slot is equipped with lifting platform, and the lifting platform is equipped with the sulculus that bead can be allowed to slide, described sulculus one end and sliding slot
Vertical accelerating sections connection.
Preferably, the horizontal arc of horizontal slide rail mechanism sliding slot hits section with normal at the centroid of chamber right side wall
It is in mirror symmetry for symmetry axis.
Preferably, the horizontal arc of horizontal slide rail mechanism sliding slot hits normal at section and the centroid of chamber right side wall
Angle be θ, 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；Using in the same size equally distributed between the chamber left side wall and the left side steel plate of reaction frame
36 spring connections.
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 successively accelerates by vertical accelerating sections, arc in sliding slot
Section, horizontal linear section and horizontal arc hit section, then pass through the collision rectangular aperture of reaction frame right side wall in horizontal arc
The arc inflection point bump test case for hitting section, observes the mechanical response of tunnel surrounding；
(c) bead is discharged in upright slide rail mechanism, bead successively accelerates by vertical accelerating sections, arc in sliding slot
Section, horizontal linear section and arc hit section, then hit reaction frame bottom, observe the mechanical response of tunnel surrounding；
(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 bead bump test
Speed before case,Unit is m/s；Δ t is the time of bead bump test case, unit s；As simulation earthquake is horizontal
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 same position of the vertical accelerating sections of horizontal slide rail mechanism sliding slot
It sets, discharge bead by different time intervals；It is perpendicular in upright slide rail mechanism sliding slot when considering the effect of single P wave
The same position of straight accelerating sections discharges bead by different time intervals.
Preferably, perpendicular in horizontal slide rail mechanism and upright slide rail mechanism sliding slot when considering varying strength ground seismic wave function
The different location of straight accelerating sections discharges bead by different time intervals simultaneously.
The beneficial effects of the invention are as follows：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, periodic bump test case, and being started by bead by test device, the bead to fall from sliding slot
The different time intervals of height, release bead when whereabouts, to simulate under earthquake territory level, vertical earthquake motion coupling not
Tunnel surrounding Dynamic response to earthquake is tested under the conditions of same earthquake intensity, various durations and different cycles, truly reproduces ground
Earthquake region tunnel surrounding seismic wave power acts on response process and response mode, mentions for Structural Design, geological hazards prediction etc.
For accurately and reliably suggesting, provide 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 figure label for：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, Figure 3 shows, 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
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 tops, 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, institute
It states and spring is set between 16 bottom steel plate of chamber 11 and reaction frame and have can be along left and right sides to horizontal steel free to slide
Ball 14, along left and right sides to being provided with corresponding use on the inside of 16 bottom steel plate of 11 bottom outside of chamber and reaction frame
In the sliding rail for accommodating steel ball, the sliding rail and spring intervals are arranged；One sliding rail, one row's bullet of setting are set in left-right direction
Spring, chamber are placed on spring, and the height after spring-compressed is equal to the diameter of bead, both ensure that and have been hit in the horizontal direction
When horizontal direction on resistance it is small, 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
Sliding slot 21, bracket 26, the sliding slot 21 divide for vertical accelerating sections 22, arc accelerating sections 23, horizontal linear section 24 and horizontal arc
Section 25 is hit, the arc inflection point 5 that the horizontal arc hits section 25 passes through collision rectangular aperture 4 and is fixed on 11 right side of chamber
At the centroid of wall；21 bottom of sliding slot is equipped at least one bracket 26 to fixed chute 21；The bracket 26 is every one
Section distance setting prevents sliding slot 21 from tilting or toppling over fixed chute 21.
The upright slide rail mechanism 3 includes sliding slot 31, bracket 36, and the sliding slot 31 divides for vertical accelerating sections 32, arc
Accelerating sections 33, horizontal linear section 34 and arc hit section 35, and the arc inflection point that the arc hits section 35 is fixed on reaction frame
16 bottoms；31 bottom of sliding slot is equipped at least one bracket 36 to fixed chute 31；The bracket 36 every one section away from
Prevent sliding slot 31 from tilting or toppling over fixed chute 31 from setting.
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.
The vertical accelerating sections 22 of 2 sliding slot 21 of horizontal slide rail mechanism is height-adjustable, and the sliding slot 21 is equipped with and can rise
Platform 27 drops, and the lifting platform 27 is equipped with the sulculus that bead can be allowed to slide, and described sulculus one end and the vertical of sliding slot 21 add
Fast section 22 connects；Described sulculus one end is high, one end is low, and lower one end is connect with vertical accelerating sections 22, for guiding bead to roll
To the vertical accelerating sections 22.
The vertical accelerating sections 32 of 3 sliding slot 31 of upright slide rail mechanism is height-adjustable, and the sliding slot 31 is equipped with and can rise
Platform 37 drops, and the lifting platform 37 is equipped with the sulculus that bead 9 can be allowed to slide, and described sulculus one end is vertical with sliding slot 31
Accelerating sections 32 connects.Described sulculus one end is high, one end is low, and lower one end is connect with vertical accelerating sections 32, for guiding bead
The vertical accelerating sections 32 is rolled to, so that bead 31 falls along the chute.
The horizontal arc of 2 sliding slot 21 of horizontal slide rail mechanism hits section 25 with normal at the centroid of 11 right side wall of chamber
It is in mirror symmetry for symmetry axis.The horizontal arc of 2 sliding slot 21 of horizontal slide rail mechanism hits section 25 and 11 right side wall of chamber
Centroid at the angle of normal be θ, 30 °≤θ≤60 °.Angle theta is smaller, and lateral impact power is bigger, but θ can draw less than 30 °
It is possible to hit repeatedly near rum point when playing bead pop-up, causes the intensity inaccuracy of seismic wave, thus the tunnel observed
Road country rock dynamic response also just and actual conditions there are deviations；θ is unfavorable for the recycling of bead less than 30 °, to influence bead
Continuously, it periodically hits；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.It is obtained by Physical Experiment result, when pipeline is
100cm diameter, when bead is 60cm diameter, when projected angle of impact is 45 °, lateral impact power is big, and bead recycling is convenient, can be continuous
It hits 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 passes through vertical accelerating sections 22, arc in sliding slot 21
Shape accelerating sections 23, horizontal linear section 24 and horizontal arc hit section 25, then pass through the collision rectangle of 16 right side wall of reaction frame
Opening 4 hits the 5 bump test case 11 of arc inflection point of section 25 in horizontal arc, observes the mechanical response of tunnel surrounding 13；
(c) bead 9 is discharged in upright slide rail mechanism 3, bead successively passes through vertical accelerating sections 32, arc in sliding slot 31
Shape accelerating sections 33, horizontal linear section 34 and arc hit section 35, then hit 16 bottom of reaction frame, observe tunnel surrounding 13
Mechanical response；
(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 bead bump test
Speed before case 11,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 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 consider single secondary wave effect when, the vertical accelerating sections 22 of 2 sliding slot of horizontal slide rail mechanism 21 same position,
Bead 9 is discharged by different time intervals；It is perpendicular in 3 sliding slot 31 of upright slide rail mechanism when considering the effect of single P wave
The same position of straight accelerating sections 32 discharges bead 9 by different time intervals, under the effect of single earthquake intensity, tunnel branch
Stress relief will occur for protection structure and tunnel surrounding 13, or even generate destruction, from 11 watch window of chamber can directly from
To tunnel support structure and the deformation of 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, in horizontal slide rail mechanism 2 and upright slide rail mechanism 3
Bead in sliding slot will strike respectively side wall and the bottom of chamber 11 with different kinetic energy and impact force, pass through tune
The quantity of whole release bead, the height for discharging bead discharge the time interval of bead to realize simulation, observation one earthquake frequency
Spectrum acts on the mechanical response of lower meizoseismal area tunnel surrounding.
Embodiment：
As shown in Figure 1, Figure 2, Figure 3 shows, 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,
To observe the deformation of 11 inner tunnel model 12 of chamber, the Analysis of Field Geotechnical Parameters of Wall Rock of Tunnel 13 is as shown in table 2.
After device installs, the lifting platform 27 of horizontal slide rail mechanism 2 is adjusted, until h1Position, by diameter be 6cm,
Quality is that the bead of 887.81g discharges on lifting platform 27.Make bead along 21 bump test case of sliding slot, 11 right wall, hits
It hits section 25 along horizontal arc after hitting to pop up, the horizontal arc of sliding slot 21 hits the centroid of section 25 and 11 right side wall of chamber
The angle theta for locating normal is 45 °.
The lifting platform 37 of upright slide rail mechanism 3 is adjusted to h1Position, by diameter be 6cm, quality is 887.81g's
Bead discharges on lifting platform 37.Make bead along 31 bump test bottom portion of sliding slot, hits section along arc after shock
35 pop-ups, it is 45 ° that the arc of 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 bead bump test
Speed before case,Unit is m/s；Δ t is the time of bead bump test case, unit s；As simulate seismic wave
Act 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 3 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 of tunnel is probed into, as a result such as table 1
It is shown.Wherein table 1 is to simulate tunnel in the horizontal direction with vertical direction bump test case simultaneously and ring by the power of seismic wave
Parameter is answered, table 1 is 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 simulation tunnel is coupled by bottom entering type side direction type, 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 sliding slot, branch
Frame, the sliding slot are divided into vertical accelerating sections, arc accelerating sections, horizontal linear section and horizontal arc and hit section, the horizontal arc
The arc inflection point for hitting section passes through collision rectangular aperture and is fixed at the centroid of chamber right side wall；The sliding slot bottom is equipped with extremely
A few bracket to fixed chute；
The upright slide rail mechanism includes sliding slot, bracket, and it is straight that the sliding slot is divided into vertical accelerating sections, arc accelerating sections, level
Line segment and arc hit section, and the arc inflection point that the arc hits section is fixed on reaction frame bottom；The sliding slot bottom is equipped with
At least one bracket to fixed chute；
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 in that：The vertical accelerating sections of the horizontal slide rail mechanism and upright slide rail mechanism sliding slot is height-adjustable, the sliding slot
Be equipped with lifting platform, the lifting platform is equipped with the sulculus that bead can be allowed to slide, described sulculus one end and sliding slot it is perpendicular
Straight 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 in that：It is pair that the horizontal arc of horizontal slide rail mechanism sliding slot, which hits section with normal at the centroid of chamber right side wall,
Claiming 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 horizontal arc of horizontal slide rail mechanism sliding slot is hit at section and the centroid of chamber right side wall
The angle of normal is 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 in that：Equally distributed 36 bullets in the same size are used 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 in that：Equally distributed 36 in the same size are used 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 in sliding slot successively by vertical accelerating sections, arc accelerating sections,
Horizontal linear section and horizontal arc hit section, and the collision rectangular aperture for then passing through reaction frame right side wall is hit in horizontal arc
The arc inflection point bump test case of section, observes the mechanical response of tunnel surrounding；
(c) bead is discharged in upright slide rail mechanism, bead in sliding slot successively by vertical accelerating sections, arc accelerating sections,
Horizontal linear section and arc hit section, then hit reaction frame bottom, observe the mechanical response of tunnel surrounding；
(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 in that：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 same position of the vertical accelerating sections of horizontal slide rail mechanism sliding slot
It sets, discharge bead by different time intervals；It is vertical in upright slide rail mechanism sliding slot when considering the effect of single P wave
The same position of accelerating sections 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：It is vertical in horizontal slide rail mechanism and upright slide rail mechanism sliding slot when considering varying strength ground seismic wave function
The different location of accelerating sections discharges bead by different time intervals simultaneously.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114544399A (en) * | 2022-01-18 | 2022-05-27 | 上海应用技术大学 | Model experiment device and method for deformation of subway shield interval tunnel and foundation |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0944846A1 (en) * | 1996-12-12 | 1999-09-29 | European Community | Seismic wave simulation apparatus |
| CN102044186A (en) * | 2009-10-12 | 2011-05-04 | 袁建华 | Simulated seismic experiment platform |
| WO2015099518A1 (en) * | 2013-12-25 | 2015-07-02 | Республиканское Государственное Предприятие На Праве Хозяйственного Ведения "Казахский Национальный Технический Университет Им. К. И. Сатпаева" Министерства Образования И Науки Республики Казахстан | Stand for testing for seismic resistance |
| CN105571800A (en) * | 2016-01-20 | 2016-05-11 | 北京师范大学 | Experimental device for simulating earthquake vibration |
| CN107271128A (en) * | 2017-06-29 | 2017-10-20 | 西南交通大学 | It is a kind of to simulate the experimental rig that the changing of the relative positions of reversed fault stick-slip triggers Chi-chi earthquake |
| CN206670883U (en) * | 2017-03-15 | 2017-11-24 | 长安大学 | A kind of oscillating load acts on slope stability test system |
-
2018
- 2018-05-11 CN CN201810448941.XA patent/CN108918060B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0944846A1 (en) * | 1996-12-12 | 1999-09-29 | European Community | Seismic wave simulation apparatus |
| CN102044186A (en) * | 2009-10-12 | 2011-05-04 | 袁建华 | Simulated seismic experiment platform |
| WO2015099518A1 (en) * | 2013-12-25 | 2015-07-02 | Республиканское Государственное Предприятие На Праве Хозяйственного Ведения "Казахский Национальный Технический Университет Им. К. И. Сатпаева" Министерства Образования И Науки Республики Казахстан | Stand for testing for seismic resistance |
| CN105571800A (en) * | 2016-01-20 | 2016-05-11 | 北京师范大学 | Experimental device for simulating earthquake vibration |
| CN206670883U (en) * | 2017-03-15 | 2017-11-24 | 长安大学 | A kind of oscillating load acts on slope stability test system |
| CN107271128A (en) * | 2017-06-29 | 2017-10-20 | 西南交通大学 | It is a kind of to simulate the experimental rig that the changing of the relative positions of reversed fault stick-slip triggers Chi-chi earthquake |
Non-Patent Citations (1)
| Title |
|---|
| 李林 等: "隧道地震响应振动台实验及动力时程分析", 《土木工程与管理学报》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114544399A (en) * | 2022-01-18 | 2022-05-27 | 上海应用技术大学 | Model experiment device and method for deformation of subway shield interval tunnel and foundation |
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