CN106769400A - Ground fissure place shake table model and bridge response to forced vibration method - Google Patents
Ground fissure place shake table model and bridge response to forced vibration method Download PDFInfo
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
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Abstract
The present invention provides a kind ground fissure place shake table model, including shake table, model clay case and tamp the model soil body in model clay case, the model soil body includes from top to bottom the loess of layered arrangement, ancient soil, silty clay successively, ground fissure is formed with model clay body, the soil layer staggered floor arrangement of ground fissure both sides, the angle that ground fissure is inclined relative to horizontal is 80 °.Ground fissure place shake table model of the invention, can in the case where laboratory accurately measures geological process ground fissure to the influence produced by the dynamic response of stratum, obtain the dynamic response rule and more significant achievement in research in ground fissure place, for ground fissure destruction provides preferable testing experiment method under geological process, for shaketalle test research provides reference, in order to the harm that scientific and reasonable reply earthquake may bring, reinforcing offer to building can continue foundation.
Description
Technical field
The present invention relates to a kind of shake table model, and in particular to the shake table model under a kind of activity based on Ground Fissures In Xian, China
And the bridge response to forced vibration method based on the model.
Background technology
Ground fissure causes significant damage to the existing building of Xi'an region, seriously governs the development in city, Xi'an
It is again that antidetonation earthquake intensity is 8 degree of areas, future has larger potential complications danger, exists on ground fissure place at this stage in addition
The research of dynamic response is not perfect enough under geological process, and analogy method needs verification experimental verification, therefore, carry out the vibration of ground fissure place
The research of platform experimental design has important engineering practical value.
The content of the invention
In order to solve the above technical problems, the invention provides a kind of ground fissure place shake table model, can be used in research
The dynamic response rule in ground fissure place under geological process.
To reach above-mentioned purpose, technical scheme is as follows：A kind of ground fissure place shake table model, including vibration
Platform, the model clay case for being arranged on shake table center and tamp the model soil body in model clay case, it is characterised in that：The mould
The type soil body includes from top to bottom the loess of layered arrangement, ancient soil, silty clay successively, and ground cleave is formed with the model clay body
Seam, the soil layer staggered floor arrangement of the ground fissure both sides, the angle that the ground fissure is inclined relative to horizontal is 70 °~90 °；
The mechanical index of the loess is：Moisture content 21%~25%；12~18kNm of severe-3；1~5kPa of cohesive force；It is interior
20~30 ° of angle of friction；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 5~10MPa；Modulus of shearing (G) 100~120MPa；Elasticity
Modulus (E) 280~300MPa；
The mechanical index of the ancient soil is：Moisture content 21%~25%；12~18kNm of severe-3；1~5kPa of cohesive force；
20~30 ° of internal friction angle；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 5~10MPa；Modulus of shearing (G) 120~150MPa；Bullet
Property modulus (E) 350~400MPa；
The mechanical index of the silty clay is：Moisture content 20%~30%；15~20kNm of severe-3；Cohesive force 1~
5kPa；20~30 ° of internal friction angle；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 5~10MPa；Modulus of shearing (G) 150~
180MPa；Elastic modelling quantity (E) 400~450MPa.
In a preferred embodiment of the invention, further include
The mechanical index of the loess is：Moisture content 23.5%；Severe 16.8kNm-3；Cohesive force 2.4kPa；Internal friction angle
27.6°；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 8.01MPa；Modulus of shearing (G) 110.49MPa；Elastic modelling quantity (E)
296.11MPa；
The mechanical index of the ancient soil is：Moisture content 22.9%；Severe 17.8kNm-3；Cohesive force 2.45kPa；Interior friction
27.3 ° of angle；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 6.72MPa；Modulus of shearing (G) 139.45MPa；Elastic modelling quantity (E)
373.73MPa；
The mechanical index of the silty clay is：Moisture content 25.2%；Severe 19kNm-3；Cohesive force 2.25kPa；Interior friction
26.6 ° of angle；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 7.07MPa；Modulus of shearing (G) 163.34MPa；Elastic modelling quantity (E)
437.74MPa。
In a preferred embodiment of the invention, further include that the angle that the ground fissure is inclined relative to horizontal is
80°
In a preferred embodiment of the invention, further include that the madial wall of the model clay case is equipped with rubber strip
Lining, is equipped with polystyrol plastic foam plate, the rubber of homonymy on the both sides madial wall along direction of vibration of the model clay case
Band liner, polystyrol plastic foam plate are set from the outside to the core.
In a preferred embodiment of the invention, further include to be provided with outer framework on the outside of the model clay case, it is described
The bottom of outer framework is provided with base, and its top is provided with the suspension hook of convenient lifting.
To reach above-mentioned purpose, another technical scheme of the invention is as follows：One kind is based on described in claim any one of 1-3
Ground fissure place shake table model carry out the test method of dynamic response, it is characterised in that：Comprise the following steps,
(1) fixing device：The model clay case that the model soil body will be tamped is installed on a vibration table, and in respect of the mould of ground fissure
Type soil case is test model soil case, and model clay case of the meter without ground fissure is contrast model soil case；
(2) measuring point is chosen：Ground fissure both sides are located in the upper surface of the test model soil body and select measuring point, and count upper disk ground cleave
The measuring point numbering of seam is T1~Tn, and the measuring point numbering of lower wall ground fissure is B1~Bn；Contrast model soil case with test model soil
Case same position takes same measuring point, and acceleration transducer is placed at each measuring point；
(3) shake table incoming wave：El-Centro seismic waves or LANZHOU ripples are selected as the Seismic input of shake table
Ripple, 0.1g, 0.2g, 0.4g are adjusted to by the acceleration peak value of Seismic input ripple, temporally likelihood ratio when Seismic input ripple is heldConverted, obtained the acceleration-time curve of each earthquake incoming wave, and incoming wave is accelerated according to fortification intensity
The peak accelerator for spending time-history curves is adjusted, and adjustment formula is：
In formula：A (t) and Amax are the accelerating curve of former record,WithFor the accelerating curve after adjustment and
Peak value；
(4) shake in advance closely knit：Using unidirectional input stimulus, shaken model clay case in advance before exciting with white noise, and the model soil body is entered
Row is closely knit；
(5) input Seismic input ripple test：In test model soil case and the bottom input Seismic input of contrast model soil case
Acceleration-time curve, acceleration amplification factor and the energy amplification coefficient of each measuring point, institute are measured in the case of ripple, running parameter
State reference value of the reference value than seismic input wave point that amplification coefficient is surface measuring point.
In a preferred embodiment of the invention, the parameter of change in step (5) is further included at least,
1. the power of earthquake incoming wave is changed：0.1g、0.2g、0.4g；
2. earthquake incoming wave is changed：El-Centro seismic waves or LANZHOU ripples；
3. earthquake incoming wave acceleration loading direction is changed：Forward direction input or negative sense input；
4. variation model soil case：Model clay case with ground fissure or the model clay case without ground fissure.
In a preferred embodiment of the invention, further include that the surface of measurement energy amplification coefficient in step (5) is surveyed
The energy intensity computing formula of point reference value is as follows,
In formula：G is acceleration of gravity (m/s2)；
Ttot is for when seismic wave is held (s)；
A is ground movement acceleration (m/s2)；
T is seismic wave Acceleration time course (s).
In a preferred embodiment of the invention, (Ttot) is according to the time likelihood ratio when further including that the seismic wave is heldConverted.
In a preferred embodiment of the invention, the seismic wave acceleration of El-Centro seismic waves is further included
Time-histories (t) takes first 20 seconds；Seismic wave Acceleration time course (t) of LANZHOU ripples takes first 16 seconds.
The beneficial effects of the invention are as follows：Ground fissure place shake table model of the invention, can exactly survey in laboratory
Ground fissure is to the influence produced by the dynamic response of stratum under amount geological process, obtain ground fissure place dynamic response rule and compared with
Significant achievement in research, is shaketalle test for ground fissure destruction provides preferable testing experiment method under geological process
Research provides reference, and in order to the harm that scientific and reasonable reply earthquake may bring, reinforcing offer to building can continue foundation.
Brief description of the drawings
Technical scheme in technology in order to illustrate more clearly the embodiments of the present invention, in being described to embodiment technology below
The required accompanying drawing for using is briefly described, it should be apparent that, drawings in the following description are only some realities of the invention
Example is applied, for those of ordinary skill in the art, on the premise of not paying creative work, can also be according to these accompanying drawings
Obtain other accompanying drawings.
Fig. 1 a are the structural representations of preferred embodiment of the present invention shake table model；
Fig. 1 b are that the preferred embodiment of the present invention model soil body tamps layout drawing；
Fig. 2 is point layout schematic diagram；
Fig. 3 a are El-Centro seismic wave timeamplitude maps；
Fig. 3 b are LANZHOU ripple timeamplitude maps；
Fig. 4 is contrast model soil each measuring point acceleration-time curve figure of case；
Fig. 5 is test model soil each measuring point acceleration-time curve figure of case；
Under Fig. 6 a are El-Centro ripples, 0.1g dynamic actions, the acceleration-time curve of the positive input measuring point of Tc, Bc two
Figure
Under Fig. 6 b are El-Centro ripples, 0.1g dynamic actions, negative sense be input into the acceleration-time curve of the measuring point of Tc, Bc two
Figure；
Under Fig. 7 a are El-Centro ripples, 0.2g dynamic actions, the acceleration-time curve of the positive input measuring point of Tc, Bc two
Figure；
Under Fig. 7 b are El-Centro ripples, 0.2g dynamic actions, negative sense be input into the acceleration-time curve of the measuring point of Tc, Bc two
Figure；
Under Fig. 8 a are El-Centro ripples, 0.4g dynamic actions, the acceleration-time curve of the positive input measuring point of Tc, Bc two
Figure；
Under Fig. 8 b are El-Centro ripples, 0.4g dynamic actions, negative sense be input into the acceleration-time curve of the measuring point of Tc, Bc two
Figure；
Fig. 9 a are Tc, Bc, the acceleration-time curve figure of two measuring points of positive input under LANZHOU ripples, 0.1g dynamic actions；
Fig. 9 b are Tc, Bc, the acceleration-time curve figure of negative sense two measuring points of input under LANZHOU ripples, 0.1g dynamic actions；
Under Figure 10 a are LANZHOU ripples, 0.2g dynamic actions, the acceleration-time curve of the positive input measuring point of Tc, Bc two
Figure；
Under Figure 10 b are LANZHOU ripples, 0.2g dynamic actions, negative sense be input into the acceleration-time curve of the measuring point of Tc, Bc two
Figure；
Under Figure 11 a are LANZHOU ripples, 0.4g dynamic actions, the acceleration-time curve of the positive input measuring point of Tc, Bc two
Figure；
Under Figure 11 b are LANZHOU ripples, 0.4g dynamic actions, negative sense be input into the acceleration-time curve of the measuring point of Tc, Bc two
Figure；
Figure 12 a are each measuring point acceleration amplification factor figures under El-Centro ripples, 0.1g dynamic actions；
Figure 12 b are each measuring point energy amplification coefficient figures under El-Centro ripples, 0.1g dynamic actions；
Figure 13 a are each measuring point acceleration amplification factor figures under El-Centro ripples, 0.2g dynamic actions；
Figure 13 b are each measuring point energy amplification coefficient figures under El-Centro ripples, 0.2g dynamic actions；
Figure 14 a are each measuring point acceleration amplification factor figures under El-Centro ripples, 0.4g dynamic actions；
Figure 14 b are each measuring point energy amplification coefficient figures under El-Centro ripples, 0.4g dynamic actions；
Figure 15 a are each measuring point acceleration amplification factor figures under LANZHOU ripples, 0.1g dynamic actions；
Figure 15 b are each measuring point energy amplification coefficient figures under LANZHOU ripples, 0.1g dynamic actions；
Figure 16 a are each measuring point acceleration amplification factor figures under LANZHOU ripples, 0.2g dynamic actions；
Figure 16 b are each measuring point energy amplification coefficient figures under LANZHOU ripples, 0.2g dynamic actions；
Figure 17 a are each measuring point acceleration amplification factor figures under LANZHOU ripples, 0.4g dynamic actions；
Figure 17 b are each measuring point energy amplification coefficient figures under LANZHOU ripples, 0.4g dynamic actions.
Specific embodiment
Below in conjunction with the accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is carried out clear, complete
Site preparation is described, it is clear that described embodiment is only a part of embodiment of the invention, rather than whole embodiments.It is based on
Embodiment in the present invention, it is every other that those of ordinary skill in the art are obtained under the premise of creative work is not made
Embodiment, belongs to the scope of protection of the invention.
Embodiment one
As shown in Figure 1a, disclose a kind of ground fissure place shake table model in the present embodiment, including shake table, be arranged on
The model clay case at shake table center and tamp the model soil body in model clay case.The present embodiment considers shake table performance
Index, construction condition, laboratory Lifting Capacity and reference《Survey report to Tang Yanlu underground civil defense engineering Geotechnical Engineerings》Deng
Factor, it is 1/15 that this Shaking Table Test Model drafts said structure geometric similarity ratio, and the model soil body size likelihood ratio is corresponding
Not 1/15.Using shear model soil case, according to original soil ground fissure site analysis, shake table size and bearing capacity are considered
Size, the size of the model clay case of this implementation design is 3.0m (length) * 1.5m (width) * 1.5m (height), and casing is divided into 15 layers, often
Interlayer, for the ease of installing and transporting, outer framework is set in the outside of model clay case every 10mm, and bottom is set in the bottom of outer framework
Seat, outer framework top sets the suspension hook of convenient lifting；In order to reduce influence of the native case border to measurement result, in model clay case
Madial wall is equipped with rubber strip liner 10, and polystyrene is equipped with the both sides madial wall along direction of vibration of the model clay case
Plastic foamboard 20, the rubber strip liner of homonymy, polystyrol plastic foam plate are set from the outside to the core.
As shown in Figure 1 b, the model soil body includes that from top to bottom the loess of layered arrangement, ancient soil, silty glue successively
Soil, is formed with ground fissure in the model clay body, the soil layer staggered floor of the ground fissure both sides arranges that the ground fissure is relative to water
The angle of planar tilt is 70 °；
The mechanical index of the loess is：Moisture content 21%；Severe 12kNm-3；Cohesive force 1kPa；20 ° of internal friction angle；Pool
Pine is than (μ) 0.34；Modulus of compressibility (Es) 5MPa；Modulus of shearing (G) 100MPa；Elastic modelling quantity (E) 280MPa；
The mechanical index of the ancient soil is：Moisture content 21%；Severe 12kNm-3；Cohesive force 1kPa；20 ° of internal friction angle；
Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 5MPa；Modulus of shearing (G) 120MPa；Elastic modelling quantity (E) 350MPa；
The mechanical index of the silty clay is：Moisture content 20%；Severe 15kNm-3；Cohesive force 1kPa；Internal friction angle
20°；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 5MPa；Modulus of shearing (G) 150MPa；Elastic modelling quantity (E) 400MPa.
Embodiment two
Embodiment two is different compared to the mechanics index of physics for differing only in each soil layer of embodiment one, ground fissure incline
Rake angle is different：
The model soil body includes from top to bottom the loess of layered arrangement, ancient soil, silty clay, the model clay successively
Ground fissure, the soil layer staggered floor arrangement of the ground fissure both sides, the angle that the ground fissure is inclined relative to horizontal are formed with vivo
Spend is 80 °；
The mechanical index of the loess is：Moisture content 23.5%；Severe 16.8kNm-3；Cohesive force 2.4kPa；Internal friction angle
27.6°；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 8.01MPa；Modulus of shearing (G) 110.49MPa；Elastic modelling quantity (E)
296.11MPa；
The mechanical index of the ancient soil is：Moisture content 22.9%；Severe 17.8kNm-3；Cohesive force 2.45kPa；Interior friction
27.3 ° of angle；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 6.72MPa；Modulus of shearing (G) 139.45MPa；Elastic modelling quantity (E)
373.73MPa；
The mechanical index of the silty clay is：Moisture content 25.2%；Severe 19kNm-3；Cohesive force 2.25kPa；Interior friction
26.6 ° of angle；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 7.07MPa；Modulus of shearing (G) 163.34MPa；Elastic modelling quantity (E)
437.74MPa。
Embodiment three
Embodiment three is different compared to the mechanics index of physics for differing only in each soil layer of embodiment one, ground fissure incline
Rake angle is different：
The model soil body includes from top to bottom the loess of layered arrangement, ancient soil, silty clay, the model clay successively
Ground fissure, the soil layer staggered floor arrangement of the ground fissure both sides, the angle that the ground fissure is inclined relative to horizontal are formed with vivo
Spend is 90 °；
The mechanical index of the loess is：Moisture content 25%；Severe 18kNm-3；Cohesive force 5kPa；30 ° of internal friction angle；Pool
Pine is than (μ) 0.34；Modulus of compressibility (Es) 10MPa；Modulus of shearing (G) 120MPa；Elastic modelling quantity (E) 300MPa；
The mechanical index of the ancient soil is：Moisture content 25%；Severe 18kNm-3；Cohesive force 5kPa；30 ° of internal friction angle；
Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 10MPa；Modulus of shearing (G) 150MPa；Elastic modelling quantity (E) 400MPa；
The mechanical index of the silty clay is：Moisture content 30%；Severe 20kNm-3；Cohesive force 5kPa；Internal friction angle
30°；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 10MPa；Modulus of shearing (G) 180MPa；Elastic modelling quantity (E) 450MPa.
Example IV
The present embodiment provides a kind of ground fissure place shake table model based on one~embodiment of above-described embodiment three and carries out
The test method of dynamic response, is preferably based on the shake table model of embodiment two, comprises the following steps,
(1) fixing device：The model clay case that the model soil body of embodiment two will be tamped is installed on a vibration table, and in respect of ground
The model clay case in crack is test model soil case, and model clay case of the meter without ground fissure is contrast model soil case；
(2) measuring point is chosen：Ground fissure both sides are located in the upper surface of the test model soil body and select measuring point, and count upper disk ground cleave
The measuring point numbering of seam is T1~Tn；The measuring point numbering of lower wall ground fissure is B1~Bn, as shown in Fig. 2 upper disk measuring point takes eight, on
Disk is numbered at from ground fissure right side to model soil body right side and is followed successively by T1~T7；Lower wall measuring point takes nine, and lower wall numbering gathers enough ground
Crack left side is followed successively by B1~B8 on the left of the model soil body, and (wherein disk in T representatives, B represents lower wall, and c represents ground fissure, Tc generations
Disk ground fissure measuring point on table, Bc represents lower wall ground fissure measuring point)；Contrast model soil case with test model soil case same position take
Same measuring point, and acceleration transducer is placed at each measuring point of both test model soil case and contrast model soil case, pass through
Acceleration transducer obtains the real time acceleration signal of each measuring point.
(3) shake table incoming wave：El-Centro seismic waves or LANZHOU ripples are selected as the Seismic input of shake table
Ripple, 0.1g, 0.2g, 0.4g are adjusted to by the acceleration peak value of Seismic input ripple, temporally likelihood ratio when Seismic input ripple is heldConverted, obtained the acceleration-time curve of each earthquake incoming wave as shown in Figure 3, and according to fortification intensity pair
The peak accelerator of incoming wave acceleration-time curve is adjusted, and adjustment formula is：
In formula：A (t) and Amax are the accelerating curve of former record,WithFor the accelerating curve after adjustment and
Peak value；
(4) shake in advance closely knit：Using unidirectional input stimulus, shaken model clay case in advance before exciting with white noise, and the model soil body is entered
Row is closely knit；
(5) input Seismic input ripple test：In test model soil case and the bottom input Seismic input of contrast model soil case
Acceleration-time curve, acceleration amplification factor and the energy amplification coefficient of each measuring point, institute are measured in the case of ripple, running parameter
State reference value of the reference value than seismic input wave point that amplification coefficient is surface measuring point.
The energy intensity computing formula for measuring the surface measuring point reference value of energy amplification coefficient is as follows,
In formula：G is acceleration of gravity (m/s2)；
Ttot is for when seismic wave is held (s)；
A is ground movement acceleration (m/s2)；
T is seismic wave Acceleration time course (s)；
(Ttot) is according to the time likelihood ratio when seismic wave is heldConverted；
Seismic wave Acceleration time course (t) of preferred El-Centro seismic waves on the premise of final result is not influenceed
Take first 20 seconds；Seismic wave Acceleration time course (t) of LANZHOU ripples takes first 16 seconds, it is possible thereby to reduce amount of calculation.
It is illustrated in figure 3 contrast model soil case (i.e. without ground fissure) each measuring point Acceleration time course measured in step (3)
Curve map；It is illustrated in figure 4 test model soil case (i.e. band ground fissure) each measuring point acceleration-time curve measured in step (3)
Figure.
By Fig. 3 and Fig. 4 can be seen that each measuring point in place accelerating curve there is some difference, without ground fissure place
Difference is smaller, and difference is more obvious in the case of having ground fissure, illustrates by the reflection and refraction in place crack, seismic wave guide
Have significantly different to the response of soil body surface post-acceleration.
Running parameter is measured in step (5)：
Be as shown in Figure 6 a El-Centro seismic waves, acceleration magnitude be 0.1g, the positive input measuring point of Tc, Bc two plus
Speed time-history curves；
As shown in Figure 6 a for El-Centro seismic waves, acceleration magnitude be 0.1g, reversely input the measuring point of Tc, Bc two plus
Speed time-history curves；
As shown in Figure 7a under El-Centro ripples, 0.2g dynamic actions, the acceleration of the positive input measuring point of Tc, Bc two when
Journey curve map；
As shown in Figure 7b under El-Centro ripples, 0.2g dynamic actions, negative sense be input into the acceleration of the measuring point of Tc, Bc two when
Journey curve map；
As shown in Figure 8 a under being El-Centro ripples, 0.4g dynamic actions, the acceleration of the positive input measuring point of Tc, Bc two
Timeamplitude map；
As shown in Figure 8 b under El-Centro ripples, 0.4g dynamic actions, negative sense be input into the acceleration of the measuring point of Tc, Bc two when
Journey curve map；
It is as illustrated in fig. 9 the Acceleration time course of Tc, Bc, two measuring points of positive input under LANZHOU ripples, 0.1g dynamic actions
Curve map；
It is as shown in figure 9b the Acceleration time course of Tc, Bc, negative sense two measuring points of input under LANZHOU ripples, 0.1g dynamic actions
Curve map；
As shown in Figure 10 a under LANZHOU ripples, 0.2g dynamic actions, the Acceleration time course of the positive input measuring point of Tc, Bc two
Curve map；
As shown in fig. lob under LANZHOU ripples, 0.2g dynamic actions, negative sense be input into the Acceleration time course of the measuring point of Tc, Bc two
Curve map；
As shown in fig. 11a under LANZHOU ripples, 0.4g dynamic actions, the Acceleration time course of the positive input measuring point of Tc, Bc two
Curve map；
As shown in figure 11b under LANZHOU ripples, 0.4g dynamic actions, negative sense be input into the Acceleration time course of the measuring point of Tc, Bc two
Curve map.
Comparison diagram 6a~Figure 11 b, draws to draw a conclusion：
1. in time-history curves way, two curves are except different degrees of dislocation, and some moment occur in that two curves point
Not Wei Yu y-axis zero point situation, illustrate upper and lower two disk occurred in that during vibrations separation and collide；
2. under the conditions of input-to-state stabilization peak accelerator identical, curve when seismic wave of the same race is input into according to different directions
Significantly different, the direction of input-to-state stabilization has a great impact to the dynamic response in ground fissure place, and two ripples of selection exist
Acceleration magnified effect when negative sense is input into is larger when forward direction is input into relatively；
3. when other conditions are identical, the acceleration change at the lower ground fissure of LANZHOU ripples effect is relatively obvious, and macroseism is held
When it is shorter, peak accelerator enlarge-effect is more obvious.
It is as figure 12 a shows each measuring point acceleration amplification factor figure under El-Centro ripples, 0.1g dynamic actions；
It is as shown in Figure 12b each measuring point energy amplification coefficient figure under El-Centro ripples, 0.1g dynamic actions；
It is as depicted in fig. 13 a each measuring point acceleration amplification factor figure under El-Centro ripples, 0.2g dynamic actions；
It is as illustrated in fig. 13b each measuring point energy amplification coefficient figure under El-Centro ripples, 0.2g dynamic actions；
It is as shown in figures 14a each measuring point acceleration amplification factor figure under El-Centro ripples, 0.4g dynamic actions；
It is as shown in fig. 14b each measuring point energy amplification coefficient figure under El-Centro ripples, 0.4g dynamic actions；
It is as shown in fig. 15 a each measuring point acceleration amplification factor figure under LANZHOU ripples, 0.1g dynamic actions；
It is as illustrated in fig. 15b each measuring point energy amplification coefficient figure under LANZHOU ripples, 0.1g dynamic actions；
It is as illustrated in fig 16 a each measuring point acceleration amplification factor figure under LANZHOU ripples, 0.2g dynamic actions；
It is as shown in fig 16b each measuring point energy amplification coefficient figure under LANZHOU ripples, 0.2g dynamic actions；
It is as illustrated in fig 17 a each measuring point acceleration amplification factor figure under LANZHOU ripples, 0.4g dynamic actions；
It is as illustrated in fig. 17b each measuring point energy amplification coefficient figure under LANZHOU ripples, 0.4g dynamic actions.
Comparison diagram 12a~14b, can be seen that under El-Centro ground seismic wave functions by acceleration amplification factor figure, each to survey
Point occurs in that Acceleration magnified effect, and amplifies more obvious closer to ground fissure position, and maximum reaches about 1.7 times；Earthquake
It is corresponding also different that the positive negative sense input of ripple causes, and lower wall enlarge-effect is larger when positive negative sense is input into, and the enlarge-effect of upper disk
It is larger when negative sense is input into；Both sides measuring point enlarge-effect differs greatly when negative sense is input into, and crack location difference there are about 10%, occur
Obvious upper lower burrs effect.
Each measuring point can be seen that by energy amplification coefficient figure and occurs in that energy enlarge-effect, maximum can reach 2 times,
The enlarge-effect of upper disk is obvious with respect to name, and energy amplification coefficient is basically identical during different directions input-to-state stabilization.
Comparison diagram 15a~17b, under the effect of LANZHOU ripples, acceleration occurs in that relative El-Centro ground at ground fissure
Become apparent from amplifying under seismic wave effect, maximum about reaches 2.2 times, and upper lower burrs effect is also more obvious, particularly negative in seismic wave
To input when, upper lower burrs amplification coefficient maximum difference 20%, energy enlarge-effect also with respect under El-Centro ground seismic wave functions more
For obvious, when maximum appears in seismic wave positive input, about 4.5 times.
Comparison diagram 12a~17b, it can be deduced that to draw a conclusion：
1. under this operating mode used simulated, ground fissure place occur in that different degrees of Acceleration magnified effect and
Energy enlarge-effect, and enlarge-effect reaches maximum all at crack, successively decreases to both sides from crack；
When 2. from differently seismic wave, there is notable difference in Acceleration magnified effect and energy enlarge-effect, illustrate defeated
The waveform for entering seismic wave has a great impact to the earth's surface dynamic response result of shaketalle test；
3. when the positive input of seismic wave and negative sense are input into, there is significant difference in Acceleration magnified effect, and energy amplifies effect
Should be essentially identical, the less situation of energy amplification coefficient occur that acceleration amplification factor is larger and in some measuring points, illustrate input ground
The direction of shake influences larger to peak ground acceleration acceleration, and influences smaller to earth's surface Energy distribution, while illustrating peak value
Acceleration has no direct relation with energy.
The foregoing description of the disclosed embodiments, enables professional and technical personnel in the field to realize or uses the present invention.
Various modifications to these embodiments will be apparent for those skilled in the art, as defined herein
General Principle can be realized in other embodiments without departing from the spirit or scope of the present invention.Therefore, the present invention
The embodiments shown herein is not intended to be limited to, and is to fit to and principles disclosed herein and features of novelty phase one
The scope most wide for causing.
Claims (10)
1. a kind of ground fissure place shake table model, including shake table, it is arranged on the model clay case at shake table center and tamps
The model soil body in model clay case, it is characterised in that：The model soil body includes from top to bottom the loess of layered arrangement, Gu successively
Soil, silty clay, are formed with ground fissure in the model clay body, the soil layer staggered floor of the ground fissure both sides is arranged, describedly
The angle that crack is inclined relative to horizontal is 70 °~90 °；
The mechanical index of the loess is：Moisture content 21%~25%；12~18kNm of severe-3；1~5kPa of cohesive force；Interior friction
20~30 ° of angle；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 5~10MPa；Modulus of shearing (G) 100~120MPa；Elastic modelling quantity
(E) 280~300MPa；
The mechanical index of the ancient soil is：Moisture content 21%~25%；12~18kNm of severe-3；1~5kPa of cohesive force；Inside rub
Wipe 20~30 ° of angle；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 5~10MPa；Modulus of shearing (G) 120~150MPa；Springform
Amount (E) 350~400MPa；
The mechanical index of the silty clay is：Moisture content 20%~30%；15~20kNm of severe-3；1~5kPa of cohesive force；It is interior
20~30 ° of angle of friction；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 5~10MPa；Modulus of shearing (G) 150~180MPa；Elasticity
Modulus (E) 400~450MPa.
2. ground fissure place shake table model according to claim 1, it is characterised in that：
The mechanical index of the loess is：Moisture content 23.5%；Severe 16.8kNm-3；Cohesive force 2.4kPa；Internal friction angle
27.6°；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 8.01MPa；Modulus of shearing (G) 110.49MPa；Elastic modelling quantity (E)
296.11MPa；
The mechanical index of the ancient soil is：Moisture content 22.9%；Severe 17.8kNm-3；Cohesive force 2.45kPa；Internal friction angle
27.3°；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 6.72MPa；Modulus of shearing (G) 139.45MPa；Elastic modelling quantity (E)
373.73MPa；
The mechanical index of the silty clay is：Moisture content 25.2%；Severe 19kNm-3；Cohesive force 2.25kPa；Internal friction angle
26.6°；Poisson's ratio (μ) 0.34；Modulus of compressibility (Es) 7.07MPa；Modulus of shearing (G) 163.34MPa；Elastic modelling quantity (E)
437.74MPa。
3. ground fissure place shake table model according to claim 1, it is characterised in that：The ground fissure is relative to level
The inclined angle in face is 80 °.
4. ground fissure place shake table model according to claim 1 and 2, it is characterised in that：
The madial wall of the model clay case is equipped with rubber strip liner, the both sides madial wall along direction of vibration of the model clay case
On be equipped with polystyrol plastic foam plate, the rubber strip liner of homonymy, polystyrol plastic foam plate are set from the outside to the core.
5. ground fissure place shake table model according to claim 4, it is characterised in that：Set on the outside of the model clay case
The bottom for having outer framework, the outer framework is provided with base, and its top is provided with the suspension hook of convenient lifting.
6. a kind of ground fissure place shake table model based on described in claim any one of 1-3 carries out the experiment side of dynamic response
Method, it is characterised in that：Comprise the following steps,
(1) fixing device：The model clay case that the model soil body will be tamped is installed on a vibration table, and in respect of the model clay of ground fissure
Case is test model soil case, and model clay case of the meter without ground fissure is contrast model soil case；
(2) measuring point is chosen：Ground fissure both sides are located in the upper surface of the test model soil body and select measuring point, and count upper disk ground fissure
Measuring point numbering is T1~Tn, and the measuring point numbering of lower wall ground fissure is B1~Bn；Contrast model soil case with test model soil case phase
Same measuring point is taken with position, and acceleration transducer is placed at each measuring point；
(3) shake table incoming wave：El-Centro seismic waves or LANZHOU ripples are selected as the Seismic input ripple of shake table,
The acceleration peak value of Seismic input ripple is adjusted to 0.1g, 0.2g, 0.4g, temporally likelihood ratio when Seismic input ripple is heldConverted, obtained the acceleration-time curve of each earthquake incoming wave, and according to fortification intensity to incoming wave acceleration
The peak accelerator of time-history curves is adjusted, and adjustment formula is：
In formula：A (t) and Amax are the accelerating curve of former record,WithIt is accelerating curve and peak after adjustment
Value；
(4) shake in advance closely knit：Using unidirectional input stimulus, shaken model clay case in advance before exciting with white noise, the model soil body is carried out close
It is real；
(5) input Seismic input ripple test：In test model soil case and the bottom input Seismic input ripple of contrast model soil case, become
Acceleration-time curve, acceleration amplification factor and the energy amplification coefficient of each measuring point are measured in the case of changing parameter, it is described to put
Big coefficient is the reference value of the reference value than seismic input wave point of surface measuring point.
7. bridge response to forced vibration method according to claim 6, it is characterised in that：The parameter changed in step (5) is at least
Have,
1. the power of earthquake incoming wave is changed：0.1g、0.2g、0.4g；
2. earthquake incoming wave is changed：El-Centro seismic waves or LANZHOU ripples；
3. earthquake incoming wave acceleration loading direction is changed：Forward direction input or negative sense input；
4. variation model soil case：Model clay case with ground fissure or the model clay case without ground fissure.
8. bridge response to forced vibration method according to claim 6, it is characterised in that：Measurement energy amplifies system in step (5)
The energy intensity computing formula of several surface measuring point reference values is as follows,
In formula：G is acceleration of gravity (m/s2)；
Ttot is for when seismic wave is held (s)；
A is ground movement acceleration (m/s2)；
T is seismic wave Acceleration time course (s).
9. bridge response to forced vibration method according to claim 8, it is characterised in that：When the seismic wave is held (Ttot) according to
The time likelihood ratioConverted.
10. bridge response to forced vibration method according to claim 8, it is characterised in that：El-Centro seismic waves describedly
Seismic wave Acceleration time course (t) takes first 20 seconds；Seismic wave Acceleration time course (t) of LANZHOU ripples takes first 16 seconds.
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