CN108776173B - An adaptability discrimination method for undrained analysis in dynamic safety design of geotechnical structures - Google Patents
An adaptability discrimination method for undrained analysis in dynamic safety design of geotechnical structures Download PDFInfo
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- 238000013461 design Methods 0.000 title claims abstract description 31
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Abstract
The invention discloses a kind of geotechnical structure power safeties to design undrained analysis method for distinguishing adaptability, comprising: obtains rock-soil material relevant parameter: obtaining the rigidity ratio of rock-soil material according to the parameter of acquisition；Establish P1 wave and P2 wave experience transformation curve figure；According to the infiltration coefficient of rock-soil material to be measured and external load loading frequency, position of this kind of rock-soil material in P1 wave and P2 wave experience transformation curve figure is determined, if the point is located on the left of line of demarcation, then belong to P1 wave, on the contrary, belonging to P2 wave if being located on the right side of line of demarcation；If belonging to P1 wave, as not drainage situation, if belonging to P2 wave, as fluid structurecoupling situation.The present invention determines the boundary of single-phase and two-phase (solid-liquid) coupling analysis scope of application of geotechnical structure dynamic response analysis using experience transformation curve, it is more conducive to designer to control geotechnical structure safety comprehensively, provides strong theory and technology support for the Aseismic Design of building.
Description
Technical field
The present invention relates to Geotechnical Engineering field, do not drained point more particularly to a kind of design of geotechnical structure power safety
Analyse method for distinguishing adaptability.
Background technique
Currently, seismic wave research of the mechanism of transmission in rock-soil material is that acquisition site seismic response and sympathetic earthquakes are set
Count the most important theories basis of response spectrum.In geotechnical structure power safety design at present by the design of the power safety of geotechnical structure according to
Dynamic response in the case of fast wave carries out Aseismic Design, and the influence consideration in the case of slow wave to geotechnical structure is less.In live load
In saturation rock-soil material medium under load effect, the dynamic wave of three types: P1 wave, P2 wave and S wave can be generated.(the compression of P wave
Wave) it is influenced in the propagation property being saturated in rock-soil material by rock-soil material and dynamic load relevant parameter, when Rock And Soil mesoporous
Clearance flow body and solid particle when simultaneous movements, that is, generate P1 wave under dynamic load；And work as pore-fluid and solid particle out-phase
When movement, P2 wave can be generated.The P wave being typically observed in earthquake engineering is P1 wave, this is mainly due under low frequency load, P2 wave
Easily disperse and decay, thus is difficult to observe P2 wave in field survey or laboratory test.
In the prior art, Plona has found to deposit in saturated porous media when once (2000Hz) is tested at ultrasonic frequencies
In two kinds of P waves, i.e. P1 wave and P2 wave, and the propagation characteristic using analysis of finite element method P2 wave in saturation porous material,
But the experimental study and numerical simulation are (2000Hz) progress at ultrasonic frequencies, because of point of the P2 wave under high frequency load
It dissipates property and Decay Rate is lower, it is easier to be found.The test of these high frequencies has certain limitation, and does not meet geotechnical earthquake engineering
It is little to the directive significance of Practical Project with the research frequency range (0-50Hz) of soil dynamics.
In conclusion in the prior art for how to be carried out in the research frequency range of geotechnical earthquake engineering and soil dynamics
P1 wave and P2 wave decision problem, still shortage effective solution scheme.
Summary of the invention
In order to solve the deficiencies in the prior art, the present invention provides a kind of geotechnical structure power safeties to design undrained analysis
Method for distinguishing adaptability, the requirement the method overcome the prior art to supersonic frequency, in common loads frequency range (0.1-
It carries out converting between P1 wave and P2 wave in saturation rock-soil material in 20Hz) and differentiate.
A kind of geotechnical structure power safety design undrained analysis method for distinguishing adaptability, comprising:
It obtains rock-soil material relevant parameter: obtaining the volume mould of water in the lateral confinement modulus and rock-soil material of rock-soil material
Amount, obtains the rigidity ratio of rock-soil material according to the parameter of acquisition；
It establishes P1 wave and P2 wave experience transformation curve figure: obtaining the loading frequency of external load and obtained according to the loading frequency
The infiltration coefficient of corresponding rock-soil material, obtains the critical infiltration coefficient under fixed frequency, by the critical conversion under different frequency
Point is linked to be curve, finally establishes P1 wave and P2 wave experience transformation curve figure；
According to the infiltration coefficient of rock-soil material to be measured and external load loading frequency, determine this kind of rock-soil material in P1 wave and
Position in P2 wave experience transformation curve figure belongs to P1 wave if the point is located on the left of line of demarcation, on the contrary, if being located at line of demarcation
Right side then belongs to P2 wave；
If belonging to P1 wave, which is considered as skeleton and pore water simultaneous movements when power safety designs, as not
Drainage situation, if belonging to P2 wave, which is considered as skeleton and water out-of-phase motion when power safety designs, and as flows solid coupling
Close situation.
Further, described when establishing P1 wave and P2 wave experience transformation curve figure, the rigidity ratio for obtaining rock-soil material,
After the boundary up and down of geotechnical material permeability coefficien, mathematical calculation model is established, calculates this kind of rock-soil material in different infiltration coefficients
And soil body vertical deformation versus time curve at monitoring point under different external load frequency conditions.
Further, in the vertical deformation versus time curve under a certain fixed loading frequency, when different infiltrations
Peak value under coefficient illustrates that conversion takes place in P1 wave and P2 wave when changing, the infiltration coefficient converted is critical infiltration
Saturating coefficient forms a two-dimensional coordinate point with the loading frequency of the fixation, and is plotted in using infiltration coefficient as abscissa, with
Loading frequency is in the cartesian coordinate system of ordinate；
Change the loading frequency of rock-soil material, obtains the loading frequency group of in addition several critical infiltration coefficients and the fixation
At a two-dimensional coordinate point；
The two-dimensional coordinate point of acquisition is connected in cartesian coordinate system with smoothed curve, P1 wave is formed and P2 wave experience turns
Change curve.
Further, for rock-soil material to be measured when carrying out P1 wave and P2 wave judges, rigidity ratio is considered as definite value, infiltration system
Several and external load loading frequency can change with the difference of service condition；
According to the infiltration coefficient of rock-soil material and external load loading frequency, differentiated by P1 wave and P2 wave experience transformation curve figure
Position where this kind of rock-soil material out, and compared with the position of P1, P2 wavelength-division circle curve of this kind of rock-soil material of acquisition
Compared with.
Further, the abscissa of the P1 wave and P2 wave experience transformation curve figure is infiltration coefficient, according to infiltration coefficient
Sequence from small to large, is suitable for mud, sand, silt, sand grains, gravel, rocky condition, and infiltration coefficient range is 1x10-5-
1x100m/s；
The ordinate of P1 wave and P2 wave experience transformation curve figure be load loading frequency, according to load loading frequency from it is small to
Big sequence is suitable for wave load, traffic loading, earthquake load situation, frequency range 0-25Hz.
Further, it is 0.01 that four profiles, which are respectively rigidity ratio, in P1 wave and P2 wave experience transformation curve figure,
0.1,1,10 four kinds of situations, during actually using this differentiation figure, can will calculate resulting rigidity ratio using interpolation method into
Row differentiates.
Further, the lateral confinement modulus of rock-soil material is vertical stress variable quantity and its phase of ground under the conditions of lateral confinement
The ratio for the vertical strain variation amount answered, lateral confinement modulus are obtained by test；
The lateral confinement modulus of rock-soil material is divided into the lateral confinement modulus of rock material and the lateral confinement modulus of soil:
The lateral confinement modulus of rock is obtained by ordinary triaxial test, the rock sample prepared is packed into pressure chamber, then to sample
Apply lateral pressure and axial compressive force to predetermined value simultaneously according to constant loading speed, and keeps side pressure steady during the test
It is fixed, xial feed is applied according to constant loading speed to sample again later, until test specimen destroys, after the test, will be tested
As a result stress and strain value is done than obtaining rock lateral confinement modulus during testing；
The lateral confinement modulus of soil is measured by consolidation test, is divided into preparation, the saturation, pressurization several stages of soil sample, to sample point
Grade pressurization is consolidated, and is consolidated 24 hours under every first class pressure, then apply next stage pressure, is successively forced into test knot step by step
Beam.
Further, the loading frequency of external load is broadly divided into loading frequency and the earthquake, traffic loading of wave load
Two class of loading frequency, wherein the loading frequency of wave load using dynamic signal acquisition instrument by the collected information of wave-height gauge turn
Turn to the amplitude and frequency of wave load, the loading frequency of traffic and earthquake load is shaken acceleration using dynamic signal acquisition instrument
The voltage signal that dynamic sensor measures is converted into required amplitude and frequency.
Further, the infiltration coefficient of rock-soil material is obtained by test, and specific method is divided into the infiltration coefficient of rock material
With two class of infiltration coefficient of soil, since the infiltration coefficient variation range of soil is larger, the measurement of usual infiltration coefficient includes constant head
Test and varying head test two kinds；
The size of the infiltration coefficient of rock material is measured according to Darcy's law, is successively applied xial feed to sample, is enclosed
Pressure and seepage pressure, wherein xial feed is loaded using Material Testing Machine, and confining pressure and seepage pressure are pressurizeed using high-pressure hydraulic pump, together
One test specimen is surveyed infiltration coefficient several times and is averaged；
Constant head permeability test, which refers to, measures seepage discharge, the head height of difference, to calculate using constant head permeameter
Percolation flow velocity and hydraulic gradient out, further acquire infiltration coefficient；
Variable head permeability test refers to that during the whole test process, test head is gradually reduced, and finally levels off to zero.According to set
The speed and the relationship of time of test head decline in pipe, calculate the infiltration coefficient of test soil layer.
Compared with prior art, the beneficial effects of the present invention are:
The invention proposes be saturated in rock-soil material in common loads frequency range (0.1-20Hz) in a kind of soil dynamics
The conversion method of discrimination of P1 wave and P2 wave, i.e., a kind of geotechnical structure power safety design undrained analysis method for distinguishing adaptability,
This experience transformation curve can be used as determining single-phase and two-phase (solid-liquid) coupling point of geotechnical structure dynamic response analysis
The boundary for analysing the scope of application, is more conducive to designer and is controlled comprehensively to geotechnical structure safety, is the antidetonation of building
Design provides strong theory and technology and supports.
Compared to the research that (2000Hz) under supersonic frequency is carried out, the present invention considers common loads frequency in soil dynamics
Research range (0.1-20Hz) analyzes P-wave mechanism in saturation rock-soil material, has comprehensively considered DIFFERENT SOIL material
Expect the influence of infiltration coefficient, rock-soil material rigidity and loading frequency to P1 wave and P2 wave interaction and switching mechanism, proposes
A kind of P1 wave and P2 wave experience transformation curve, this experience transformation curve can be used as determining geotechnical structure dynamic response point
The boundary of the single-phase and two-phase coupling analysis scope of application of analysis, therefore there is important Engineering Guidance meaning and practical value.
Detailed description of the invention
The accompanying drawings constituting a part of this application is used to provide further understanding of the present application, and the application's shows
Meaning property embodiment and its explanation are not constituted an undue limitation on the present application for explaining the application.
Fig. 1 is to be saturated P1 in rock-soil material in a kind of soil dynamics of the invention in common loads frequency range (1-20Hz)
The conversion method of discrimination flow chart of wave and P2 wave；
Fig. 2 is numerical simulator figure of the invention；
Fig. 3 (a)-Fig. 3 (e) is the P wave waveform diagram of monitoring point in the case of a certain certain stiffness ratio of the invention；
Fig. 4 is P1 wave and P2 wave experience transformation curve schematic diagram of the invention.
Specific embodiment
It is noted that following detailed description is all illustrative, it is intended to provide further instruction to the application.Unless another
It indicates, all technical and scientific terms used herein has usual with the application person of an ordinary skill in the technical field
The identical meanings of understanding.
It should be noted that term used herein above is merely to describe specific embodiment, and be not intended to restricted root
According to the illustrative embodiments of the application.As used herein, unless the context clearly indicates otherwise, otherwise singular
Also it is intended to include plural form, additionally, it should be understood that, when in the present specification using term "comprising" and/or " packet
Include " when, indicate existing characteristics, step, operation, device, component and/or their combination.
Term explains part: saturation rock-soil material refers to that the saturation state of rock-soil material is saturation.
As shown in Figure 1, a kind of geotechnical structure power safety designs undrained analysis method for distinguishing adaptability, the tool of this method
Body step includes:
(1) the lateral confinement modulus M that saturation rock-soil material is obtained by test, then divided by the bulk modulus K of waterf(2×109Pa),
Obtain the rigidity ratio of this kind of material；
(2) loading frequency of external load is obtained；
(3) infiltration coefficient of rock-soil material is obtained；
(4) it after up and down boundary of the rigidity for obtaining certain rock-soil material than, this kind of geotechnical material permeability coefficien, uses
ABAQUS finite difference numerical value software for calculation, establishes mathematical calculation model, calculate this kind of rock-soil material different infiltration coefficients with
And soil body vertical deformation versus time curve at monitoring point under different external load frequency conditions.A certain certain stiffness compares situation
Shown in P wave waveform diagram such as Fig. 3 (a)-Fig. 3 (e) of lower monitoring point.
As shown in Fig. 2, numerical model high 100m, long 2m, wide 2m, are made of 1600 hexahedron elements.Stress amplitude is
The simple harmonic quantity sine dynamic load of 10kPa is uniformly applied to model top boundary.Monitoring point B is perpendicular by recording the point apart from top surface 10m
It changes with time data to deformation, the P wave waveform diagram of the point is drawn, thus the propagation machine to P wave in DIFFERENT SOIL material
Reason is studied.Model surrounding and bottom are fixed boundary, and model bottom is the reflection that viscoplasticity absorbing boundary can reduce wave.
In entire analytic process, top surface is permeable boundary, and lateral boundaries and bottom boundary are considered as impervious boundary.Numerical model
Using linear elasticity constitutive model, influence of the nonlinear dampling to P-wave property is avoided.
(5) in the vertical deformation versus time curve under a certain fixed loading frequency, when different infiltration coefficient feelings
Peak value under condition illustrates that conversion takes place in P1 wave and P2 wave when changing.The infiltration coefficient converted is critical infiltration
Coefficient forms a two-dimensional coordinate point with the loading frequency of the fixation, and is plotted in using infiltration coefficient as abscissa, to add
Carrier frequency rate is in the cartesian coordinate system of ordinate.
(6) loading frequency for changing rock-soil material, repeats step (5), obtains other 4 coordinate points.
(7) 5 coordinate points obtained in step (6) are connected with smoothed curve in a coordinate system, forms P1 wave and P2 wave
Experience transformation curve.
(8) under actual motion condition, it is generally recognized that after a kind of rock-soil material is selected, rigidity ratio is considered as definite value,
The loading frequency of infiltration coefficient and external load can change with the difference of service condition.According to the infiltration coefficient of rock-soil material
With external load loading frequency, P1 wave and P2 wave experience transformation curve schematic diagram as shown in Figure 4 determines this kind of rock-soil material and exists
Position in figure, and be compared with the position of P1, P2 wavelength-division circle curve of this kind of rock-soil material of step (7) acquisition.
(9) if the point is located on the left of line of demarcation, belong to P1 wave, on the contrary, belonging to P2 wave if being located on the right side of line of demarcation.
(10) if belonging to P1 wave, which is considered as skeleton and pore water simultaneous movements when power safety designs, i.e.,
For not drainage situation, if belonging to P2 wave, which is considered as skeleton and water out-of-phase motion when power safety designs, and as flows
Gu coupling condition.
Above-mentioned lateral confinement modulus can also check in acquisition, the abscissa of P1 wave and P2 wave experience transformation curve schematic diagram by data
For infiltration coefficient, according to the sequence of infiltration coefficient from small to large, this method give be suitable for such as mud, sand, silt, sand
(infiltration coefficient range is 1x10 for grain, gravel, rock etc.-5-1x100M/s) situation.
The ordinate of P1 wave and P2 wave experience transformation curve schematic diagram be load loading frequency, according to load loading frequency from
Small to arrive big sequence, this method give be suitable for such as wave load, traffic loading, earthquake load (frequency range 0-
25Hz) situation.
In order to representative, four profiles are respectively rigidity ratio in P1 wave and P2 wave experience transformation curve schematic diagram
Four kinds of situations for being 0.01,0.1,1,10 during actually using this differentiation figure, can will calculate in resulting rigidity ratio use
Slotting method is differentiated.
In P1 wave and P2 wave experience transformation curve schematic diagram, according to the rigidity of measurement ratio, infiltration coefficient and external load frequency,
Position of the monitoring site in figure is determined, if monitoring site belongs to P1 wave (skeleton and the same Xiang Yun of pore water on the left of line of demarcation
It is dynamic), on the contrary, being located on the right side of line of demarcation, then belong to P2 wave (skeleton and pore water out-of-phase motion).
The lateral confinement modulus M of rock-soil material is referred under lateral confinement condition (material will receive lateral limitation) in step (1),
The ratio of its corresponding vertical strain variation amount (Δ ε) of vertical stress variable quantity (Δ σ) of soil, lateral confinement modulus are obtained by test,
It include rock, soil, gravel etc. in ground, every kind of material has individual lateral confinement modulus.Specific method is divided into rock material
Two class of lateral confinement modulus of lateral confinement modulus and soil, method particularly includes:
The lateral confinement modulus of step (1-1) rock is usually obtained by ordinary triaxial test, and the rock sample prepared is packed into pressure
Then room applies lateral pressure and axial compressive force to predetermined value simultaneously according to constant loading speed to sample, and keeps side pressure
It is stable during the test, xial feed is applied according to constant loading speed to sample again later, until test specimen destroys.Test
After, obtain test result (referring to stress and strain value during test), wherein the ratio between stress and strain is mould
Amount calculates rock lateral confinement modulus.
The lateral confinement modulus of step (1-2) soil is usually measured by consolidation test, and preparation, saturation, the pressurization for being divided into soil sample are several
Stage consolidates sample classification pressurization, consolidates 24 hours under every first class pressure, then apply next stage pressure, successively step by step
It is forced into off-test.
Pass through the calculation formula of the lateral confinement modulus of the experiment calculation soil of step (1-2) are as follows:
Wherein e0For the initial void ratio of sample, avFor the compressed coefficient,
e0Calculation formula are as follows:
Wherein, ρwFor the density of water, GsFor specific gravity of soil partical, ρ0For sample initial density, ω0For sample initial aqueous rate (soil
The specific gravity of grain, the initial density of sample, the initial aqueous rate of sample pass through soil mechanics fundamental test and obtain.)
avCalculation formula are as follows:
Wherein eiFor the void ratio under i stage pressure, piFor certain grade of pressure value, can be obtained by test.
The loading frequency of external load in step (2) is broadly divided into loading frequency and the earthquake, traffic lotus of wave load
Two class of loading frequency of load, wherein the loading frequency of wave load uses dynamic signal acquisition instrument by the collected information of wave-height gauge
It is converted into the amplitude and frequency of wave load, the loading frequency of traffic and earthquake load is using dynamic signal acquisition instrument by acceleration
The voltage signal that vibrating sensor measures is converted into required amplitude and frequency.Acceleration sensor is vibrated to produce using Hang Ke company
HK-9200 model product, installing and fixing method is fixed by bolts formula.
Specifically, wave-height gauge uses model RB16-WG-50, the precision of wave height is measured up to 0.4%.
The infiltration coefficient of rock-soil material is obtained by test in step (3), and specific method is divided into the infiltration coefficient of rock material
With two class of infiltration coefficient of soil, since the infiltration coefficient variation range of soil is larger, the measurement of usual infiltration coefficient includes constant head
Test and varying head test two kinds, the former is suitable for coarse-grained soil, such as gravel and sand, and the latter is suitable for fine grained soil, such as powder
Soil and clay.Method particularly includes:
The size of the infiltration coefficient of (3-1) rock material is measured according to Darcy's law, successively applies axial lotus to sample
Load, confining pressure and seepage pressure, wherein xial feed is loaded using Material Testing Machine, and confining pressure and seepage pressure are added using high-pressure hydraulic pump
Pressure, same test specimen are surveyed 3 sub-percolation coefficients and are averaged；
Pass through the calculation formula of step (3-1) calculation permeability coefficient are as follows:
Each test specimen i-th tests the infiltration coefficient measured:
Wherein, QiFor the seepage discharge of i-th measurement, H is height of specimen, VaFor the severe of water, P is seepage pressure, and A is examination
Part cross-sectional area.
The infiltration coefficient of each test specimen are as follows:
The average infiltration coefficient of every group of test specimen are as follows:
It wherein, is KpAverage infiltration coefficient, KjFor the infiltration coefficient of each test specimen, n is every group of number of test-pieces.
(3-2) constant head permeability test, which refers to, measures seepage discharge using constant head permeameter, the head height of difference, thus
Percolation flow velocity and hydraulic gradient are calculated, infiltration coefficient is further acquired；
In step (3), pass through the calculation formula of step (3-2) calculation permeability coefficient are as follows:
V=ki
Wherein, V is percolation flow velocity, and i is hydraulic gradient, and k is infiltration coefficient, referred to herein as constant head in step (3-2)
Test method(s) surveys infiltration coefficient, and the infiltration coefficient of front asks method to refer specifically to the infiltration coefficient of rock material.Constant head test
It is commonly available to seek the permeability parameters of the big sand soil of water penetration.
In step (3), the calculation formula of percolation flow velocity is calculated by step (3-2) are as follows:
Wherein, Q is the flow in certain time, and t is the testing time.
(3-3) variable head permeability test refers to that during the whole test process, test head is gradually reduced, and finally levels off to zero.
According to the speed and the relationship of time of the test head decline in casing, the infiltration coefficient of test soil layer is calculated.
In step (3), pass through the calculation formula of step (3-3) calculation permeability coefficient are as follows:
Wherein, a is graded tube sectional area, h1To originate head, h2To terminate head, (t2-t1) it is by the time, L is examination
Sample height, A are the area of section of sample.
Another specific embodiment of the invention: one kind being saturated P1 wave in rock-soil material in common loads frequency range
The analysis method of differentiation is converted between P2 wave.
1. taking certain rock, measuring its lateral confinement modulus by test is 2.20E+07KPa, divided by the bulk modulus 2.20E+ of water
06KPa, the rigidity ratio for obtaining this kind of rock-soil material is 10
2. the loading frequency for obtaining external load is 8Hz
3. the infiltration coefficient for obtaining this kind of rock is 1 × 10-1m/s
4. after up and down boundary of the rigidity for obtaining the material than, infiltration coefficient, using ABAQUS finite difference numerical value
Software for calculation establishes mathematical calculation model, calculates this kind of rock-soil material in different infiltration coefficients and different external load frequency bars
Soil body vertical deformation versus time curve at monitoring point under part.
5. in the vertical deformation versus time curve under a certain fixed loading frequency, when different infiltration coefficient situations
Under peak value illustrate that conversion takes place in P1 wave and P2 wave when changing.The infiltration coefficient converted is critical infiltration
Coefficient forms a two-dimensional coordinate point with the loading frequency of the fixation, and is plotted in using infiltration coefficient as abscissa, to add
Carrier frequency rate is in the cartesian coordinate system of ordinate.
6. changing loading frequency, repeat step (5), obtains other 4 coordinate points.
7. 5 coordinate points obtained in step (6) are connected with smoothed curve in a coordinate system, P1 wave and P2 wave warp are formed
Test transformation curve.
8. under actual motion condition, it is generally recognized that after the material is selected, rigidity ratio is considered as definite value, infiltration coefficient
And the loading frequency of external load can change with the difference of service condition.Added according to the infiltration coefficient of the material and external load
Carrier frequency rate determines position of the material in figure by P1 wave and P2 wave experience transformation curve schematic diagram, and obtains with step (7)
The position of P1, P2 wavelength-division circle curve of this kind of rock-soil material be compared.
If belonging to P1 wave 9. the point is located on the left of line of demarcation, on the contrary, belonging to P2 wave if being located on the right side of line of demarcation.
10. if the geotechnical structure is considered as skeleton and pore water simultaneous movements when power safety designs, as belong to P1 wave
Not drainage situation, if belonging to P2 wave, which is considered as skeleton and water out-of-phase motion when power safety designs, and as stream is solid
Coupling condition.
The foregoing is merely preferred embodiment of the present application, are not intended to limit this application, for the skill of this field
For art personnel, various changes and changes are possible in this application.Within the spirit and principles of this application, made any to repair
Change, equivalent replacement, improvement etc., should be included within the scope of protection of this application.
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| CN103852157A (en) * | 2014-03-18 | 2014-06-11 | 华侨大学 | Deeply-buried round tunnel surrounding rock mass point vibration rule test method under detonation seismic waves |
| CN105160138A (en) * | 2015-10-12 | 2015-12-16 | 中铁建大桥工程局集团第一工程有限公司 | Channel flow solid coupling stability analysis method |
| CN107330223A (en) * | 2017-07-21 | 2017-11-07 | 大连海事大学 | Pile tube Longitudinal vibration analysis method based on radially heterogeneous viscous damping soil model |
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| CN103852157A (en) * | 2014-03-18 | 2014-06-11 | 华侨大学 | Deeply-buried round tunnel surrounding rock mass point vibration rule test method under detonation seismic waves |
| CN105160138A (en) * | 2015-10-12 | 2015-12-16 | 中铁建大桥工程局集团第一工程有限公司 | Channel flow solid coupling stability analysis method |
| CN107330223A (en) * | 2017-07-21 | 2017-11-07 | 大连海事大学 | Pile tube Longitudinal vibration analysis method based on radially heterogeneous viscous damping soil model |
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