CN107894311A - The model test method of earth and rockfill dam eaerthquake damage - Google Patents
The model test method of earth and rockfill dam eaerthquake damage Download PDFInfo
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Abstract
The present invention relates to earth structure dynamic model test technical field, discloses a kind of model test method of earth and rockfill dam eaerthquake damage.The present invention includes：Require to carry out model similar Design according to earth and rockfill dam model test likelihood；Make test model；Model dam is subjected to white noise microseism experiment, determines the natural frequency of vibration on model dam；Then one group of time similar scale is selected, the design rules in place are compressed, obtains identical amplitude, the seismic wave of different spectral characteristic under different time similar scale；Then vibration test is carried out, selects the time similar scale of seismic wave in earthquake failure test；Again under the conditions of different acceleration amplitudes, the eaerthquake damage vibration test on model dam is carried out, arrives the earth seismic wave acceleration amplitude that increases from childhood, tests dam acceleration responsive and dynamic respond, until dam earthquake destroys.The present invention destroys Study on Problems for high the collapsing property of earth and rockfill dam structural earthquake that can not be realized originally, there is provided a kind of feasible model test method of science.
Description
Technical field
The present invention relates to earth structure dynamic model test technical field, more particularly to a kind of earth and rockfill dam eaerthquake damage
Model test method.
Background technology
High earth and rockfill dam is the main body dam type in hydroelectric development due to its strong adaptability to landform.Western China collection
The hydroelectric resources in the whole nation more than 80% has been suffered, in 13 big Hydropower Bases of national planning, there are 7 big Hydropower Bases positioned at western ground
Area, a collection of high earth and rockfill dam of 200m levels even 300m level superelevation earth and rockfill dams are being built or will put into operation.
But because west area seismic activity is frequent, intensity is big, earthquake intensity is high, to the safety effects pole of high earth and rockfill dam
Greatly, earthquake load often turns into the controlling operating mode for building dam feasibility, and these are located at the high earth and rockfill dam of highly seismic region, once because of ground
Dam-break accident occurs for shake, and its consequence and secondary disaster will be catastrophic.
Therefore, strengthen high earth and rockfill dam eaerthquake damage study mechanism, high earth and rockfill dam earthquake resistant construction study on the efficiency and earthquake to break
Bad model study is very necessary.Earth and rockfill dam shaking table model can be under certain control condition, with studying earth and rockfill dam
The basic laws such as the influence for answering character, failure mechanism and each major parameter to dam body Dynamic response to earthquake are rung, evaluation structure is whole
Body shock resistance, therefore always paid attention to by domestic and international earthquake research worker.But have problems in that, due to high earth and rockfill dam
Physical dimension is huge, and for dam body section more than 1000m, length reaches thousands of rice, and 1g shake tables and ng centrifugation making machine vibration tables are limited to set
The limitation for the acceleration maximum that standby bearing capacity and equipment can reach, it is difficult to carry out eaerthquake damage experiment, it is impossible to reproduce soil
Earthquake the collapsing property eaerthquake damage situation of masonry dam, it is difficult to carry out eaerthquake damage model study.
The content of the invention
The present invention provides one kind and uses shaking table model, simulates limit earthquake, the native stone that implementation model destroys completely
The model test method of dam eaerthquake damage.
The technical problem of solution is：High earth and rockfill dam physical dimension is huge, and 1g shake tables and ng centrifuge making machine vibration table due to setting
The limitation of standby self-condition, its bearing capacity and the acceleration maximum that can reach are limited, can not accurate recreation earth and rockfill dam
The eaerthquake damage situation for the collapsing property that collapses, the modelling mode of the current high earth and rockfill dam on more than 200m is also immature, with
Actual conditions deviation is larger, it is difficult to carries out eaerthquake damage model study.
In order to solve the above technical problems, the present invention adopts the following technical scheme that：
2nd, the model test method of earth and rockfill dam eaerthquake damage of the present invention, comprises the following steps：
Step 1: require to carry out model similar Design according to earth and rockfill dam model test likelihood；
Step 2: required to make test model according to model similar Design；
Step 3: model dam is carried out into white noise microseism experiment, the natural frequency of vibration on model dam is determined；
Step 4: according to the model dam natural frequency of vibration and the seismic wave frequency spectrum characteristic of prototype earth and rockfill dam Site Design, one is selected
The design rules in place are compressed by group time similar scale, obtain identical amplitude, difference under different time similar scale
The seismic wave of spectral characteristic；
Step 5: according to the seismic wave under the conditions of identical amplitude, different time similar scale, vibration test is carried out, really
Acceleration responsive of the cover half type dam under the ground seismic wave function of different time similar scale and the response of dam body surface displacement, with reference to adding
The time similar scale of seismic wave in speed responsive and dam body surface displacement response selection earthquake failure test；
Step 6: according to the time similar scale of determination, under the conditions of different acceleration amplitudes, the earthquake on model dam is carried out
Vibration test is destroyed, since design earthquake peak acceleration, arrives the earth seismic wave acceleration amplitude that increases from childhood, test dam adds
Speed responsive and dynamic respond, until dam earthquake destroys.
The model test method of earth and rockfill dam eaerthquake damage of the present invention, further, model similar Design is specific in step 1
Comprise the following steps：
B, the geometric similarity constant C of model is determinedl；
The geometric similarity constant C of model is determined according to formula (1)l,
In formula：ClFor the geometric similarity constant of model；
HpFor the height on prototype dam, m；
HmFor the height on model dam, m；
B, the density affinity constant C of model is determinedρ；
Respectively by triaxial compression test, it is determined that the prototype dam earth and stone material under certain stress state, different dry density conditions
With the effective angle of inner friction of model dam earth and stone material, then determine that model dam fills dry density ρ according to effective angle of inner frictionm, then root
Density affinity constant C is determined according to formula (3)ρ；
Cρ=ρp/ρm (3)
In formula：CρFor density affinity constant；
ρpFor the design dry density of prototype dam earth and stone material, g/cm3；
ρmDry density, g/cm are filled for model dam earth and stone material3；
C, modulus coefficient affinity constant C is determinedc；
Tested respectively according to dynamic deformation, determine the dynamic shear modulus system of prototype dam earth and stone material and model dam earth and stone material
Number, then
Modulus coefficient affinity constant C is determined according to formula (6)c；
CC=Cp/Cm (6)
In formula：CcFor modulus coefficient affinity constant；
CpFor the dynamic shear modulus coefficient relevant with prototype dam earth and stone material design dry density；
CmFor the dynamic shear modulus coefficient relevant with model dam earth and stone material design dry density；
D, remaining affinity constant, including stress similitude constant, modulus of shearing affinity constant, strain ratio, speed are determined
It is similar often to spend affinity constant, time affinity constant, frequency affinity constant, soil body damping ratio affinity constant, the effective cohesiveness of the soil body
Number, soil body effective friction coefficient affinity constant and acceleration affinity constant；
E, the crucial control section on model dam is determined, to carry out real-time acceleration test and displacement measurement.
The model test method of earth and rockfill dam eaerthquake damage of the present invention, further, model dam earth and stone material fills in step B
Dry density ρmDetermination method, specifically include following steps：
A), to prototype dam earth and stone material, the triaxial compression test under the conditions of prototype dam stress state, design dry density is carried out,
Determine effective angle of inner friction φ ' of the prototype dam earth and stone material under the conditions of design dry densityp；
B), to model dam earth and stone material, the triaxial compression test under low-stress state, different dry density conditions is carried out, it is determined that
Difference fills the effective angle of inner friction φ ' of the model dam earth and stone material under dry densitym；
C) angle of friction affinity constant C, is madeφ'For 1, according to formula (2), model dam fills dry density ρ corresponding to selectionm；
Cφ'=φ 'p/φ'm (2)
In formula：Cφ'For angle of friction affinity constant；
φ'pFor the effective angle of inner friction of prototype dam earth and stone material；
φ'mFor the effective angle of inner friction of model dam earth and stone material.
The model test method of earth and rockfill dam eaerthquake damage of the present invention, further, step C mesarcses dam earth and stone material and model
The determination method of the dynamic shear modulus coefficient of dam earth and stone material, specifically includes following steps：
3. to prototype dam earth and stone material, the dynamic deformation examination under the conditions of prototype dam stress state, design dry density is carried out
Test, obtain modulus and damping parameter of the prototype dam earth and stone material under the conditions of design dry density, determine prototype dam earth and stone material according to this
The functional relation of maximum shear modulus and mean effective stress, as formula (4), it is derived from the dynamic cut-off-die of prototype dam earth and stone material
Coefficient of discharge Cp；
In formula：GmaxFor maximum shear modulus, i.e. modulus of shearing of the soil body unit in small strain；
CpFor the dynamic shear modulus coefficient relevant with prototype dam earth and stone material design dry density；
PaIt is 98kPa for atmospheric pressure；
σ0' it is mean effective stress；
npFor zero dimension index；
4. to model dam earth and stone material, progress low-stress state, model dam fill the dynamic deformation under the conditions of dry density
Experiment, obtain model dam earth and stone material and modulus and damping parameter under the conditions of dry density are filled on model dam, determine model dam according to this
The maximum shear modulus of earth and stone material and the functional relation of mean effective stress, as formula (5), are derived from model dam earth and stone material
Dynamic shear modulus coefficient Cm；
In formula：GmaxFor maximum shear modulus, i.e. modulus of shearing of the soil body unit in small strain；
CmFor the dynamic shear modulus coefficient relevant with model dam earth and stone material design dry density；
PaFor atmospheric pressure, 98kPa；
σ0' it is mean effective stress；
nmFor zero dimension index.
The model test method of earth and rockfill dam eaerthquake damage of the present invention, further, the crucial control on model dam is disconnected in step E
The determination method in face, specifically includes following steps：
First according to landform and the size on prototype dam, the crucial control section on selection prototype dam, then according to geometric similarity
Compare ClReduced scale is carried out, the section after reduced scale is the crucial control section on model dam；The crucial control section, which includes measuring, to be led
Control section and auxiliary measurement control section, the main control section that measures is the maximum section by dam bottom or riverbed center,
The auxiliary measurement control section is the section acutely located close to riverbed and bank slope change；Auxiliary measurement control section quantity be
2-5.
The model test method of earth and rockfill dam eaerthquake damage of the present invention, further, the making side of test model in step 2
Method, specifically include following steps：
Ith, model casing is made；According to the size selection key control section on prototype dam, by crucial control section according to geometry
Than chi ClReduced, determine the shape and size of model casing；The casing of model casing is welded to form with steel plate, solid in steel plate side wall
Surely there is reinforcing steel bar shelf；
IIth, basement rock is poured；Install basement rock template, casting concrete；The basement rock template is disconnected according to the crucial control in prototype dam
The basement rock shape in face, according to geometric proportion chi ClDiminution is made；
IIIth, dam body is filled；
The filled height graticule of each layer is drawn in model casing first；Then along dam slope carry out formwork erection, then be layered into
Row dam embankment, the earth and stone material that the template installed along dam slope carries out this layer fill, and every layer of flatness for filling material is from dam crest axle
Line horizontal direction and suitable river horizontal direction both direction are controlled；
IVth, dam slope is filled；
Upstream template and downstream template are installed, fills dam slope, dam slope is consistent with prototype dam.
The model test method of earth and rockfill dam eaerthquake damage of the present invention, further, the step 3 model dam natural frequency of vibration is really
Determine method, specifically include following steps：
(1) white noise microseism experiment, is carried out；
To the white noise of the small amplitude of mode input, white noise microseism experiment is carried out, white noise acoustic amplitude is 0.03-0.05g,
By the accelerometer and control section of table top and the accelerometer of dam crest, table top acceleration excitation X (t) and dam body are obtained not
With the acceleration responsive Y (t) at position；
(2) the acceleration frequence responses function H (ω) on model dam, is determined；
X (t) auto-power spectrum and the acceleration responsive Y (t) and X (t) of dam body different parts are encouraged according to table top acceleration
Crosspower spectrum, the acceleration frequence responses function H (ω) on model dam is determined according to formula (7)；
In formula：GXX(ω) is the auto-power spectrum that table top acceleration encourages X (t)；
GXY(ω) is the crosspower spectrum that dam body point acceleration responsive Y (t) encourages X (t) with responding table top acceleration；
(3) natural frequency of vibration on model dam, is determined；
Model analysis is carried out to acceleration frequence responses function H (ω) using Modal Parameter Identification technology, determines model dam
Natural frequency of vibration fm。
The model test method of earth and rockfill dam eaerthquake damage of the present invention, further, in step 4 time similar scale is really
Determine method, specifically include following steps：
(Ⅹ) according to seismic wave excellent frequency feWith the model dam natural frequency of vibration f of determinationm, it is determined to make according to formula (8)
Seismic wave excellent frequency after compression compares chi with model dam natural frequency of vibration identical frequency compression；
In formula：CfrCompare chi for frequency compression；
fmFor the model dam natural frequency of vibration；
feFor seismic wave excellent frequency；
(Ⅺ) according to frequency of seismic wave compression ratio chi C maximum in x, y, z directionfr, determined according to formula (9) corresponding to it
Time compression ratio chi Ctr, and thereby determine that one group of time similar scale Ct；
In formula：CtrFor the time compression ratio chi of seismic wave；
CfrCompare chi for frequency compression；
(Ⅻ) according to one group of time similar scale of determination, design rules is compressed, it is similar to obtain different time
Amplitude more identical than under chi, the seismic wave of different spectral characteristic.
The model test method of earth and rockfill dam eaerthquake damage of the present invention, further, in step 5 in eaerthquake damage experiment
The system of selection of the time similar scale of seismic wave, specifically includes following steps；
The acceleration of dam crest measuring point under the conditions of different time similar scale is carried out statistical analysis by (5-1), according to acceleration
The height of degree divides the distributed areas of acceleration, therefrom one group of higher acceleration of Response to selection；
(5-2) determines the sample standard deviation of one group of acceleration of selection；
(5-3) illustrates that this group of acceleration responsive approaches when the sample standard deviation of acceleration is not more than 0.01；Contrast respectively adds
Dam crest surface displacement response under the conditions of different time similar scale corresponding to speed responsive, it is determined that wherein dam crest surface displacement is most
The time compression ratio chi of seismic wave during big time similar scale is tested as eaerthquake damage；
(5-4) when selection acceleration samples standard deviation be more than 0.01 when, repeat step (5-1), according to the height of acceleration
It is low, repartition the distributed areas of acceleration, one group of higher acceleration of Response to selection, then repeat step (5-2) to (5-
3), until when the acceleration samples standard deviation of selection is not more than 0.01, the time compression of seismic wave in earthquake failure test is determined
Compare chi.
The model test method of earth and rockfill dam eaerthquake damage of the present invention, further, eaerthquake damage vibration test in step 6
The seismic wave acceleration amplitude of middle input determines in accordance with the following methods：
(6-1) determines initial acceleration amplitude ad；
According to the earthquake motion peak acceleration of the Probability level of the Annual exceeding probability 2% of dam site place 100, initial acceleration is determined
Spend amplitude ad；
(6-2) determines the seismic wave acceleration desired value a inputted in eaerthquake damage vibration testimax,
aimax=ad+(i-1)×Δa (10)
In formula, aimaxIth input acceleration desired value is tested for eaerthquake damage；
I is eaerthquake damage operating condition of test sequence number；
Δ a is acceleration increment, typically takes 0.05~0.2；
adFor the initial acceleration amplitude in eaerthquake damage vibration test.
The model test method of earth and rockfill dam eaerthquake damage of the present invention compared with prior art, has the advantages that：
The model test method of earth and rockfill dam eaerthquake damage of the present invention is from model dam, structural dynamic characteristic and input-to-state stabilization
Spectrum signature is started with, and using the seismic wave with suitable spectral characteristic, limit earthquake is simulated by shaking table model, real
The complete shake on existing model dam is ruined, and studies the eaerthquake damage mechanism of high earth and rockfill dam under limit geological process, failure mode and ultimately
The validation verification of the lower earthquake resistant construction of shake effect.
The model test method of earth and rockfill dam eaerthquake damage of the present invention requires that progress model is similar according to model test likelihood
Design, basic affinity constant is determined by triaxial compression test and dynamic deformation experiment, and then determines remaining affinity constant,
Modelling and making are carried out, modelling is more reasonable, and simulation accuracy is high, and the natural frequency of vibration on model dam is suitable for selected
Seismic wave, the complete shake on implementation model dam are ruined.
The model test method of earth and rockfill dam eaerthquake damage of the present invention is applicable not only to the eaerthquake damage mould of in general earth and rockfill dam
Type is tested, and the eaerthquake damage model for applying also for the superelevation earth and rockfill dam of more than height 200m high earth and rockfill dam and more than 300m tries
Test, it is possible to achieve the complete shake of high earth and rockfill dam model is ruined, and avoids the limit that shake table can reach by self performance limitation
Experimental condition can not meet that model dam shakes situation about ruining completely, and section is provided for the Aseismic Design and Evaluation of Seismic of high earth and rockfill dam
Learn foundation.
The model test method of the earth and rockfill dam eaerthquake damage of the present invention is described further below in conjunction with the accompanying drawings.
Brief description of the drawings
Fig. 1 is the control section distribution schematic diagram of high earth and rockfill dam in embodiment；
Fig. 2 is the Acceleration time course example that main control section center line measuring point is measured in embodiment；
Fig. 3 is the auto-power spectrum example for the acceleration excitation that main control section center line measuring point is measured in embodiment；
Fig. 4 is that main control section center line measuring point acceleration frequence responses examples of functions is measured in embodiment.
Embodiment
Now by taking the model failure test of the high earth and rockfill dam of some hydropower station as an example, illustrate model test method of the present invention.
The Dam Site basic earthquake intensity of some hydropower station is VII degree, and hinge water retaining structure is the high panel enrockments of 211m
Dam, its earthquake resistance of a dam classification of setting up defences is Class A, and seismic fortification intensity is VIII degree.
The model test method of specific earth and rockfill dam eaerthquake damage, comprises the following steps：
Step 1: require to carry out model similar Design according to earth and rockfill dam model test likelihood；
Shake table used in simulated test, can be that 1g shake tables or ng centrifuge making machine vibration table；In the experiment of the present embodiment
From 6m × 6m 1g shake tables.
C, the geometric similarity constant C of model is determinedl；
According to the performance parameter of shake table, the height of dam for determining model is 1.50m；It can be seen from information, prototype height of dam
For 211m, then the geometric similarity constant C of model is determined by formula (1)lFor 140.7；
In formula：ClFor the geometric similarity constant of model；
HpFor the height on prototype dam, m；
HmFor the height on model dam, m.
D, the density affinity constant C of model is determinedρ；
By triaxial compression test, it is determined that prototype dam earth and stone material and mould under certain stress state, different dry density conditions
The effective angle of inner friction of type dam earth and stone material, density affinity constant C is then determined according to effective angle of inner frictionρ, specifically include following
Step：
A), to prototype dam earth and stone material, the triaxial compression test under the conditions of prototype dam stress state, design dry density is carried out,
Determine prototype dam earth and stone material in design dry density ρpUnder the conditions of effective angle of inner friction φ 'p；
The design dry density ρ of its mesarcs dam earth and stone materialpFor 2.15g/cm3；In actual dam body, determine that dam body power is special
Property mainly determined by the soil body under compared with high confining pressure power, earth and stone material of being built a dam to prototype, carry out under 98kPa stress states
Triaxial compression test, determine that prototype is built a dam the effective angle of inner friction φ ' of earth and stone materialpFor 47 °；
B), to model dam earth and stone material, the triaxial compression test under low-stress state, different dry density conditions is carried out, it is determined that
Difference fills the effective angle of inner friction φ ' of the model dam earth and stone material under dry densitym；
In model dam, resistance to shear of soil is relatively low in dam body, for the high model dams of 1.5m in the present embodiment, its section centre of form
The confined pressure power of position is about 20kPa；To the model dam dam material after reduced scale, carry out under low-stress state, different dry densities
Triaxial compression test, it is determined that different fill effective angle of inner friction φ ' of the dry density drag dam earth and stone material under 20kPa confined pressuresm,
As shown in table 1；
The results of triaxial compressive test of the model dam earth and stone material of table 1
| Model dam earth and stone material | Dry density (g/cm3) | φ'm(°) |
| 1 group | 1.79 | 44.4 |
| 2 groups | 1.89 | 47.0 |
| 3 groups | 1.99 | 50.1 |
| 4 groups | 2.09 | 54.4 |
C), angle of friction affinity constant Cφ'For 1, according to formula (2), model dam fills dry density ρ corresponding to selectionm；
Cφ'=φ 'p/φ'm (2)
In formula：Cφ'For angle of friction affinity constant；
φ'pFor the effective angle of inner friction of prototype dam earth and stone material；
φ'mFor the effective angle of inner friction of model dam earth and stone material；
Make angle of friction affinity constant Cφ'=1, to ensure that prototype dam is equal with model dam average effective internal friction angle, i.e., really
Determine φ 'm=φ 'p=47 °, according to step b) results of triaxial compressive test, determine φ 'mCorresponding model dam fills at=47 °
Dry density ρmFor 1.89g/cm3；
D) density affinity constant C, is determined according to formula (3)ρFor 1.14；
Cρ=ρp/ρm (3)
In formula：CρFor density affinity constant；
ρpFor the design dry density of prototype dam earth and stone material, g/cm3；
ρmDry density, g/cm are filled for model dam earth and stone material3。
C, modulus coefficient affinity constant C is determinedc；
Tested according to dynamic deformation, determine modulus coefficient affinity constant Cc, specifically include following steps：
1. to prototype dam earth and stone material, the dynamic deformation examination under the conditions of prototype dam stress state, design dry density is carried out
Test, obtain modulus and damping parameter of the prototype dam earth and stone material under the conditions of design dry density, determine prototype dam earth and stone material according to this
The functional relation of maximum shear modulus and mean effective stress, it is formula (4)；
In formula：GmaxFor maximum shear modulus, i.e. modulus of shearing of the soil body unit in small strain；
CpFor the dynamic shear modulus coefficient relevant with prototype dam earth and stone material design dry density；
PaIt is 98kPa for atmospheric pressure；
σ0' it is mean effective stress；
npFor zero dimension index；
The related modulus coefficient of the prototype dam earth and stone material thereby determined that is as shown in table 2.
The related modulus coefficient of the prototype dam earth and stone material of table 2
| Dry density g/cm3 | np | Cp | |
| Prototype dam earth and stone material | 2.15 | 0.32 | 2400 |
2. to model dam earth and stone material, progress low-stress state, model dam fill the dynamic deformation under the conditions of dry density
Experiment, obtain model dam earth and stone material and modulus and damping parameter under the conditions of dry density are filled on model dam, determine model dam according to this
The maximum shear modulus of earth and stone material and the functional relation of mean effective stress, as formula (5)；
In formula：GmaxFor maximum shear modulus, i.e. modulus of shearing of the soil body unit in small strain；
CmFor the dynamic shear modulus coefficient relevant with model dam earth and stone material design dry density；
PaFor atmospheric pressure, 98kPa；
σ0' it is mean effective stress；
nmFor zero dimension index；
The related modulus coefficient of the model dam earth and stone material thereby determined that is as shown in table 3.
The related modulus coefficient of the model dam earth and stone material of table 3
| Dry density g/cm3 | nm | Cm | |
| Model dam earth and stone material | 1.89 | 0.573 | 1375 |
3. modulus coefficient affinity constant C is determined according to formula (6)cFor 1.745；
CC=Cp/Cm (6)
In formula：CcFor modulus coefficient affinity constant；
CpFor the dynamic shear modulus coefficient relevant with prototype dam earth and stone material design dry density；
CmFor the dynamic shear modulus coefficient relevant with model dam earth and stone material design dry density.
D, remaining affinity constant, including stress similitude constant, modulus of shearing affinity constant, strain ratio, speed are determined
It is similar often to spend affinity constant, time affinity constant, frequency affinity constant, soil body damping ratio affinity constant, the effective cohesiveness of the soil body
Number, soil body effective friction coefficient affinity constant and acceleration affinity constant；
According to the above-mentioned affinity constant obtained, geometric similarity constant ClFor 140.7, density affinity constant CρFor 1.04,
Modulus coefficient affinity constant CcFor 1.745, angle of friction affinity constant Cφ'For 1, can the formula according to table 4 determine that remaining is similar often
Number.
Remaining affinity constant of table 4
E, the crucial control section on model dam is determined, to carry out real-time acceleration test and displacement measurement；
First according to landform and the size on prototype dam, the crucial control section on selection prototype dam, then according to geometric similarity
Than 140.7 progress reduced scales, the section after reduced scale is the crucial control section on model dam；Test is arranged on crucial control section
Instrument；The main control section that measures of selection is the maximum section by dam bottom or riverbed center, then chooses 2-5 auxiliary quantity observing and controlling
Section processed, auxiliary measurement control section choose the section acutely located close to river valley and bank slope change；
The Dam Site of high earth and rockfill dam described in the present embodiment is the Asymmetric V-type river valley that river valley is narrow, bank slope is precipitous, is passed through
Vertical 9 sections of river valley bottom are maximum section, therefore select vertical 9 sections corresponding to prototype dam to measure main control section, together
When choose to measure on the left of main control section and correspond to vertical the 7 of prototype dam (close to left bank) and indulge 5 two sections, and measure master control
11 sections are indulged as auxiliary measurement control section corresponding to prototype dam (close to right bank) on the right side of section processed, specific Latitudinal section,
As shown in Figure 1.
Specific arrangement is as follows：
X, y, z represents along river horizontal direction, along the axis of dam horizontally and vertically respectively；
The measuring instrument that acceleration measuring point uses is the accelerometer and the accelerometer of control section and dam crest of table top；
Accelerometer is directed along dam crest axis horizontal direction or suitable river horizontal direction, is arranged on each measurement control section, wherein
Based on the horizontal direction of suitable river, the appropriate accelerometer for arranging dam crest axis horizontal direction and vertical direction sensing；The present embodiment
22 acceleration measuring points, wherein 16, x directions, 3, y directions, 3, z directions, in auxiliary are arranged on main control section is measured
The acceleration measuring point in 2 x directions is arranged on vertical 7 sections, the acceleration measuring point in 3 x directions is arranged on vertical 5 sections, vertical 11
The acceleration measuring point in 3 x directions is arranged on section；
The measuring instrument that strain and stress measuring point uses is foil gauge, is arranged on each measurement control section, to measure master
Based on control section, and it is arranged in right amount on auxiliary measurement control section；
The measuring instrument that displacement measuring points use is fiber grating displacement sensor, fiber grating displacement sensor along dam crest and
Dam slope surface layout, different depth is buried, and be marked, excavation inspection is carried out after the completion of vibration test, to be slided
Slope depth monitoring.
Step 2: requiring to make test model according to model similar Design, following steps are specifically included：
Ith, model casing is made；
According to the size selection key control section on prototype dam, crucial control section is carried out according to geometric proportion chi 140.7
Reduce, determine the shape and size of model casing；Model casing is welded to form with steel plate, and reinforced frame is welded with steel plate side wall
Body；In the present embodiment, it is distributed according to the control section shown in Fig. 1, is reduced successively, makes model casing；
IIth, basement rock is poured；
Install basement rock template, poured in place concrete, the basement rock of reinforced concrete structure is formed, to ensure basement rock structure
The natural frequency of vibration higher than 2 times of the first rank natural frequency of vibration of model, at the beginning of using tangent-wedge method is cut estimate by the natural frequency of vibration of model；Basement rock template
According to the basement rock shape of prototype dam key control section, reduce and be made according to geometric proportion chi；
To ensure formwork precision, 3 d geometric modeling is carried out to the basement rock after reduced scale with AUTOcad and ANSYS, has been used in combination
To aid in making basement rock cast template；
IIIth, dam body is filled；
The filled height graticule of each layer is drawn in model casing first, it is ensured that every layer of filled height is no more than 20cm, together
When according to the design density of prototype above and below the dam rockfill area determine that each layer fills the weight of earth and stone material, be to realize to be compacted design
The strict control of density, each layering to three dimensional solid model have carried out Geometric Modeling, to obtain each placement in layers earth and stone material
Volume, and then determine that each layer fills the weight of earth and stone material by the design density of each subregion in model dam；Then carried out along dam slope
Formwork erection, then be layered carry out dam embankment, 10 layers of progress dam embankment of the present embodiment point, every layer when being filled, according to mould
Dry density ρ is filled in the design of type dammFor 1.89g/cm3, the earth and stone material that the template that is installed along dam slope carries out this layer fills, every layer
The flatness of material is filled to be controlled from dam crest axis horizontal direction and along river horizontal direction both direction；
IVth, dam slope is filled；
Make upstream template first and downstream template, upstream template and downstream template are made by actual lofting Design, mould
Plate is plank, and falsework is welded with angle steel；Then upstream template and downstream template are installed, then fills dam slope, dam slope with
Prototype dam is consistent.
Step 3: model dam is carried out into white noise microseism experiment, the natural frequency of vibration on model dam is determined, specifically includes following step
Suddenly：
(1) white noise microseism experiment, is carried out；
To the white noise of the small amplitude of mode input, white noise microseism experiment is carried out, white noise acoustic amplitude is 0.03-0.05g,
The white noise acoustic amplitude for making a reservation for input in the present embodiment is 0.05g, passes through the accelerometer and control section of table top and dam crest
Accelerometer, obtain the acceleration responsive Y (t) of table top acceleration excitation X (t) and dam body different parts；
In the present embodiment, the center line measuring point that main control section indulges 9 sections is measured, what Acceleration time course and acceleration encouraged
Auto-power spectrum difference is as shown in Figures 2 and 3；
(2) the acceleration frequence responses function H (ω) on model dam, is determined；
X (t) auto-power spectrum and the acceleration responsive Y (t) and X (t) of dam body different parts are encouraged according to table top acceleration
Crosspower spectrum, the acceleration frequence responses function H (ω) on model dam is determined according to formula (7)；
In formula：GXX(ω) is the auto-power spectrum that table top acceleration encourages X (t)；
GXY(ω) is the crosspower spectrum that dam body point acceleration responsive Y (t) encourages X (t) with responding table top acceleration；
Citing, the acceleration frequency of the center line measuring point for measuring main control section and indulging 9 sections of the present embodiment, i.e. x directions
One of example of rate receptance function is as shown in Figure 4；
(3) natural frequency of vibration on model dam, is determined；
Model analysis is carried out to acceleration frequence responses function H (ω) using Modal Parameter Identification technology, determines model dam
Natural frequency of vibration fm, the natural frequency of vibration average value in x directions is 33.6Hz, and y is about 38.0Hz to the natural frequency of vibration, and z is to the natural frequency of vibration
About 43.4Hz.
Step 4: according to the model dam natural frequency of vibration and the seismic wave frequency spectrum characteristic of prototype earth and rockfill dam Site Design, one is selected
The design rules in place are compressed, obtain identical amplitude, different spectral under different compression ratio chis by group time similar scale
The seismic wave of characteristic；Specifically include following steps：
(Ⅹ) according to seismic wave excellent frequency feWith the model dam natural frequency of vibration f of determinationm, it is determined to make according to formula (8)
Seismic wave excellent frequency after compression and model dam natural frequency of vibration identical frequency compression than chi, the dam site place of the present embodiment
Seismic wave excellent frequency feFor 4.8Hz, Site Design seismic wave vibration time is 26s, thereby determines that the frequency of x directions seismic wave
Compression ratio chi is that the frequency compression of 0.143, y directions seismic wave is than chi than the frequency compression that chi is 0.126, z directions seismic wave
0.111。
In formula：CfrCompare chi for frequency compression；
fmFor the model dam natural frequency of vibration；
feFor seismic wave excellent frequency；
(Ⅺ) according to frequency of seismic wave compression ratio chi C maximum in x, y, z directionfr, determined according to formula (9) corresponding to it
Time compression ratio chi CtrFor 7, one group of time similar scale C is thereby determined thattFor 7,6,5,4,3；
In formula：CtrFor the time compression ratio chi of seismic wave；
CfrCompare chi for frequency compression；
(Ⅻ) according to one group of time similar scale of determination, design rules is compressed, it is similar to obtain different time
Amplitude more identical than under chi, the seismic wave of different spectral characteristic.
Step 5: according to the seismic wave under the conditions of identical amplitude, different time similar scale, vibration test is carried out, really
Acceleration responsive of the cover half type dam under the ground seismic wave function of different time similar scale and the response of dam body surface displacement, with reference to adding
The time compression ratio chi of seismic wave in speed responsive and dam body surface displacement response selection earthquake failure test；
The system of selection of the time similar scale of seismic wave, specific as follows in eaerthquake damage experiment：
The acceleration of dam crest measuring point under the conditions of different time similar scale is carried out statistical analysis by (5-1), according to acceleration
The height of degree divides the distributed areas of acceleration, therefrom one group of higher acceleration of Response to selection；
(5-2) determines the sample standard deviation of one group of acceleration of selection；
(5-3) illustrates that this group of acceleration responsive approaches when the sample standard deviation of acceleration is not more than 0.01；Contrast respectively adds
Dam crest surface displacement response under the conditions of different time similar scale corresponding to speed responsive, it is determined that wherein dam crest surface displacement is most
The time compression ratio chi of seismic wave during big time similar scale is tested as eaerthquake damage；
Wherein, dam body surface displacement response can combine seismic wave duration be judged, Duration time of seismic wave with
Deformation accumulation correlation caused by it；
(5-4) when selection acceleration samples standard deviation be more than 0.01 when, repeat step (5-1), according to the height of acceleration
It is low, distributed areas that are more dense, repartitioning acceleration, reselect and respond one group of higher acceleration, then repeat to walk
Suddenly (5-2) to (5-3), until when the acceleration samples standard deviation of selection is not more than 0.01, earthquake in earthquake failure test is determined
The time compression ratio chi of ripple；
Vibration test in the present embodiment is shown, as time similar scale CtWhen=4~7, the acceleration responsive on model dam
It is more or less the same, its sample data standard deviation is 0.078, but apparently higher than CtThe acceleration responsive on model dam when=3；Each time pressure
Contract than seismic wave under the conditions of chi duration and its caused by the dam crest amount of collapsing such as table 5.
The Duration time of seismic wave of table 5 and its dam crest amount of collapsing
| Time similar scale Ct | 7 | 6 | 5 | 4 | 3 |
| Duration time of seismic wave/s | 3.7 | 4.3 | 5.2 | 6.5 | 8.7 |
| Average Loess deposits/the mm of dam crest | 1.2 | 1.8 | 2.5 | 3.2 | 2.6 |
As shown in Table 5, the time similar scale C being more or less the same for the acceleration responsive on model damt=4~7, time phase
Like than chi CtThe duration of seismic wave is 6.5s when=4, caused by the average Loess deposits of dam crest it is maximum, be 3.2mm, thus combine plus
Speed responsive and the response of dam crest surface displacement, select Ct=4 time similar scale as seismic wave in eaerthquake damage experiment.
Step 6: according to the time similar scale of determination, under the conditions of different acceleration amplitudes, the earthquake on model dam is carried out
Vibration test is destroyed, since design earthquake peak acceleration, arrives the earth seismic wave acceleration amplitude that increases from childhood, test dam adds
Speed responsive and dynamic respond, until dam earthquake destroys；
The seismic wave acceleration amplitude inputted in eaerthquake damage vibration test determines in accordance with the following methods：
(6-1) determines initial acceleration amplitude ad；
According to the earthquake motion peak acceleration of the Probability level of the Annual exceeding probability 2% of dam site place 100, initial acceleration is determined
Spend amplitude ad, initial acceleration amplitude a is determined in the present embodimentdFor 0.299；
(6-2) determines the seismic wave acceleration desired value a inputted in eaerthquake damage vibration testimax,
aimax=ad+(i-1)×Δa (10)
In formula, aimaxIth input acceleration desired value is tested for eaerthquake damage；
I is eaerthquake damage operating condition of test sequence number；
Δ a is acceleration increment, typically takes 0.05~0.2, and Δ a value is 0.072 in the present embodiment；
adFor the initial acceleration amplitude in eaerthquake damage vibration test；
Eaerthquake damage vibration test in the present embodiment, the seismic wave acceleration amplitude of input is as shown in table 5, ascending
It is stepped up.
The seismic wave acceleration amplitude inputted in the eaerthquake damage vibration test of table 5
| Operating mode sequence number | Seismic wave acceleration amplitude |
| 1 | 0.299g |
| 2 | 0.371g |
| 3 | 0.443g |
| 4 | 0.515g |
| 5 | 0.587g |
| 6 | 0.659g |
| 7 | 0.731g |
| 8 | 0.803g |
| 9 | 0.875g |
Experiment process is shown, in the case where seismic wave acceleration amplitude is 0.299g effect of vibration, the deformation very little on model dam；
With the increase of seismic wave acceleration amplitude, under 0.371g effect of vibration, accelerate equivalent to earthquake motion basement rock peak value is checked
Degree, that is, the scope of the Probability level earthquake conditions of 100 Annual exceeding probabilities 1%, model dam Rolling Stone or failure by leaking is gradual
Expand；During 0.443g~0.731g acceleration amplitude is stepped up, effect of vibration is gradually strong, and dam body destroys model
Enclose and gradually increase with degree.It is dam body downstream under 0.515g consumingly shock effect in experience earthquake motion peak acceleration
The slip of globality can occur for slope, have the possibility that larger landslide occurs, dam crest and dam body are tight serious damaged；Arrived in 0.803g
During 0.875g high vibration, caving in and destroying for globality occurs for downstream dam slope, and unrepairable occurs for whole model dam
Completeness it is damaged.
In eaerthquake damage vibration test, the data of each measuring point record, it can be used as and analyze and study limit geological process
The basic data of lower high earth and rockfill dam eaerthquake damage mechanism and failure mode, it is the high earth and rockfill dam Aseismic Design in highly seismic region and antidetonation
Performance evaluation provides a kind of effective research critical support means and scientific basis.
Embodiment described above is only that the preferred embodiment of the present invention is described, not to the model of the present invention
Enclose and be defined, on the premise of design spirit of the present invention is not departed from, technical side of the those of ordinary skill in the art to the present invention
The various modifications and improvement that case is made, it all should fall into the protection domain of claims of the present invention determination.
Claims (10)
1. the model test method of earth and rockfill dam eaerthquake damage, it is characterised in that：Comprise the following steps：
Step 1: require to carry out model similar Design according to earth and rockfill dam model test likelihood；
Step 2: required to make test model according to model similar Design；
Step 3: model dam is carried out into white noise microseism experiment, the natural frequency of vibration on model dam is determined；
Step 4: according to the model dam natural frequency of vibration and the seismic wave frequency spectrum characteristic of prototype earth and rockfill dam Site Design, when selecting one group
Between similar scale, the design rules in place are compressed, obtain different time similar scale under identical amplitude, different spectral
The seismic wave of characteristic；
Step 5: according to the seismic wave under the conditions of identical amplitude, different time similar scale, vibration test is carried out, determines mould
Acceleration responsive and dam body surface displacement response of the type dam under the ground seismic wave function of different time similar scale, with reference to acceleration
The time similar scale of seismic wave in response and dam body surface displacement response selection earthquake failure test；
Step 6: according to the time similar scale of determination, under the conditions of different acceleration amplitudes, the eaerthquake damage on model dam is carried out
Vibration test, since site ground motion peak accelerator, the earth seismic wave acceleration amplitude that increases is arrived from childhood, test dam accelerates
Degree response and dynamic respond, until dam earthquake destroys.
2. the model test method of earth and rockfill dam eaerthquake damage according to claim 1, it is characterised in that：Model in step 1
Similar Design specifically includes following steps：
Determine the geometric similarity constant C of modell；
The geometric similarity constant C of model is determined according to formula (1)l,
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In formula：ClFor the geometric similarity constant of model；
HpFor the height on prototype dam, m；
HmFor the height on model dam, m；
B, the density affinity constant C of model is determinedρ；
Respectively by triaxial compression test, it is determined that prototype dam earth and stone material and mould under certain stress state, different dry density conditions
The effective angle of inner friction of type dam earth and stone material, then determine that model dam fills dry density ρ according to effective angle of inner frictionm, further according to public affairs
Formula (3) determines density affinity constant Cρ；
Cρ=ρp/ρm (3)
In formula：CρFor density affinity constant；
ρpFor the design dry density of prototype dam earth and stone material, g/cm3；
ρmDry density, g/cm are filled for model dam earth and stone material3；
C, modulus coefficient affinity constant C is determinedc；
Tested respectively according to dynamic deformation, determine the dynamic shear modulus coefficient of prototype dam earth and stone material and model dam earth and stone material, so
Modulus coefficient affinity constant C is determined according to formula (6) afterwardsc；
CC=Cp/Cm (6)
In formula：CcFor modulus coefficient affinity constant；
CpFor the dynamic shear modulus coefficient relevant with prototype dam earth and stone material design dry density；
CmFor the dynamic shear modulus coefficient relevant with model dam earth and stone material design dry density；
D, remaining affinity constant, including stress similitude constant, modulus of shearing affinity constant, strain ratio, speed phase are determined
Like constant, time affinity constant, frequency affinity constant, soil body damping ratio affinity constant, the effective cohesiveness affinity constant of the soil body, soil
Body effective friction coefficient affinity constant and acceleration affinity constant；
E, the crucial control section on model dam is determined, to carry out real-time acceleration test and displacement measurement.
3. the model test method of earth and rockfill dam eaerthquake damage according to claim 2, it is characterised in that：Model in step B
Dam earth and stone material fills dry density ρmDetermination method, specifically include following steps：
A), to prototype dam earth and stone material, the triaxial compression test under the conditions of prototype dam stress state, design dry density is carried out, it is determined that
Effective angle of inner friction φ ' of the prototype dam earth and stone material under the conditions of design dry densityp；
B), to model dam earth and stone material, the triaxial compression test under low-stress state, different dry density conditions is carried out, it is determined that different
Fill the effective angle of inner friction φ ' of the model dam earth and stone material under dry densitym；
C) angle of friction affinity constant C, is madeφ'For 1, according to formula (2), model dam fills dry density ρ corresponding to selectionm；
Cφ'=φ 'p/φ'm (2)
In formula：Cφ'For angle of friction affinity constant；
φ'pFor the effective angle of inner friction of prototype dam earth and stone material；
φ'mFor the effective angle of inner friction of model dam earth and stone material.
4. the model test method of earth and rockfill dam eaerthquake damage according to claim 2, it is characterised in that：Step C mesarcses
The determination method of the dynamic shear modulus coefficient of dam earth and stone material and model dam earth and stone material, specifically includes following steps：
To prototype dam earth and stone material, the dynamic deformation experiment under the conditions of prototype dam stress state, design dry density is carried out, is obtained
Modulus and damping parameter of the prototype dam earth and stone material under the conditions of design dry density, the maximum shear of prototype dam earth and stone material is determined according to this
The functional relation of modulus and mean effective stress, as formula (4), it is derived from the dynamic shear modulus coefficient of prototype dam earth and stone material
Cp；
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In formula：GmaxFor maximum shear modulus, i.e. modulus of shearing of the soil body unit in small strain；
CpFor the dynamic shear modulus coefficient relevant with prototype dam earth and stone material design dry density；
PaIt is 98kPa for atmospheric pressure；
σ0' it is mean effective stress；
npFor zero dimension index；
To model dam earth and stone material, progress low-stress state, model dam fill the dynamic deformation experiment under the conditions of dry density, obtain
Model dam earth and stone material fills modulus and damping parameter under the conditions of dry density on model dam, determine model dam earth and stone material according to this
The functional relation of maximum shear modulus and mean effective stress, as formula (5), it is derived from the dynamic cut-off-die of model dam earth and stone material
Coefficient of discharge Cm；
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In formula：GmaxFor maximum shear modulus, i.e. modulus of shearing of the soil body unit in small strain；
CmFor the dynamic shear modulus coefficient relevant with model dam earth and stone material design dry density；
PaFor atmospheric pressure, 98kPa；
σ0' it is mean effective stress；
nmFor zero dimension index.
5. the model test method of earth and rockfill dam eaerthquake damage according to claim 2, it is characterised in that：Model in step E
The determination method of the crucial control section on dam, specifically includes following steps：
First according to landform and the size on prototype dam, the crucial control section on prototype dam is selected, then compares C according to geometric similaritylEnter
Row reduced scale, the section after reduced scale are the crucial control section on model dam；The crucial control section includes measurement main control and broken
Face and auxiliary measurement control section, the main control section that measures is the maximum section by dam bottom or riverbed center, described auxiliary
It is the section acutely located close to riverbed and bank slope change to help measurement control section；The quantity for aiding in measurement control section is 2-5.
6. the model test method of earth and rockfill dam eaerthquake damage according to claim 1, it is characterised in that：Tested in step 2
The preparation method of model, specifically includes following steps：
Ith, model casing is made；According to the size selection key control section on prototype dam, by crucial control section according to geometric proportion chi Cl
Reduced, determine the shape and size of model casing；The casing of model casing is welded to form with steel plate, and steel is fixed with steel plate side wall
Ledges body；
IIth, basement rock is poured；Install basement rock template, casting concrete；The basement rock template is according to prototype dam key control section
Basement rock shape, according to geometric proportion chi ClDiminution is made；
IIIth, dam body is filled；
The filled height graticule of each layer is drawn in model casing first；Then formwork erection is carried out along dam slope, then is layered carry out dam
Body fills, and the earth and stone material that the template installed along dam slope carries out this layer fills, and every layer of flatness for filling material is from dam crest axis water
Square it is controlled to along river horizontal direction both direction；
IVth, dam slope is filled；
Upstream template and downstream template are installed, fills dam slope, dam slope is consistent with prototype dam.
7. the model test method of earth and rockfill dam eaerthquake damage according to claim 1, it is characterised in that：Step 3 model dam
The determination method of the natural frequency of vibration, specifically includes following steps：
(1) white noise microseism experiment, is carried out；
To the white noise of the small amplitude of mode input, white noise microseism experiment is carried out, white noise acoustic amplitude is 0.03-0.05g, is passed through
The accelerometer and control section of table top and the accelerometer of dam crest, obtain table top acceleration excitation X (t) portions different with dam body
The acceleration responsive Y (t) of position；
(2) the acceleration frequence responses function H (ω) on model dam, is determined；
According to the mutual of the acceleration responsive Y (t) and X (t) of table top acceleration excitation X (t) auto-power spectrum and dam body different parts
Power spectrum, the acceleration frequence responses function H (ω) on model dam is determined according to formula (7)；
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In formula：GXX(ω) is the auto-power spectrum that table top acceleration encourages X (t)；
GXY(ω) is the crosspower spectrum that dam body point acceleration responsive Y (t) encourages X (t) with responding table top acceleration；
(3) natural frequency of vibration on model dam, is determined；
Model analysis is carried out to acceleration frequence responses function H (ω) using Modal Parameter Identification technology, determines model dam oneself
Vibration frequency fm。
8. the model test method of earth and rockfill dam eaerthquake damage according to claim 1, it is characterised in that：Time in step 4
The determination method of similar scale, specifically includes following steps：
(Ⅹ) according to seismic wave excellent frequency feWith the model dam natural frequency of vibration f of determinationm, it is determined to make compression according to formula (8)
Seismic wave excellent frequency afterwards compares chi with model dam natural frequency of vibration identical frequency compression；
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In formula：CfrCompare chi for frequency compression；
fmFor the model dam natural frequency of vibration；
feFor seismic wave excellent frequency；
(Ⅺ) according to frequency of seismic wave compression ratio chi C maximum in x, y, z directionfr, its corresponding time is determined according to formula (9)
Compression ratio chi Ctr, and thereby determine that one group of time similar scale Ct；
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In formula：CtrFor the time compression ratio chi of seismic wave；
CfrCompare chi for frequency compression；
(Ⅻ) according to one group of time similar scale of determination, design rules is compressed, obtain different time similar scale
Under identical amplitude, the seismic wave of different spectral characteristic.
9. the model test method of earth and rockfill dam eaerthquake damage according to claim 1, it is characterised in that：Earthquake in step 5
The system of selection of the time similar scale of seismic wave, specifically includes following steps in failure test；
The acceleration of dam crest measuring point under the conditions of different time similar scale is carried out statistical analysis by (5-1), according to acceleration
Height divides the distributed areas of acceleration, therefrom one group of higher acceleration of Response to selection；
(5-2) determines the sample standard deviation of one group of acceleration of selection；
(5-3) illustrates that this group of acceleration responsive approaches when the sample standard deviation of acceleration is not more than 0.01；Contrast each acceleration
Dam crest surface displacement response under the conditions of different time similar scale corresponding to response, it is determined that wherein dam crest surface displacement is maximum
The time compression ratio chi of seismic wave during time similar scale is tested as eaerthquake damage；
(5-4) when the acceleration samples standard deviation of selection is more than 0.01, repeat step (5-1) is heavy according to the height of acceleration
The distributed areas of new division acceleration, one group of higher acceleration of Response to selection, then repeat step (5-2) to (5-3), until
When the acceleration samples standard deviation of selection is not more than 0.01, the time compression ratio chi of seismic wave in earthquake failure test is determined.
10. the model test method of earth and rockfill dam eaerthquake damage according to claim 1, it is characterised in that：In step 6
Shake destroys in vibration test the seismic wave acceleration amplitude inputted and determined in accordance with the following methods：
(6-1) determines initial acceleration amplitude ad；
According to the earthquake motion peak acceleration of the Probability level of the Annual exceeding probability 2% of dam site place 100, initial acceleration width is determined
Value ad；
(6-2) determines the seismic wave acceleration desired value a inputted in eaerthquake damage vibration testimax,
aimax=ad+(i-1)×Δa (10)
In formula, aimaxIth input acceleration desired value is tested for eaerthquake damage；
I is eaerthquake damage operating condition of test sequence number；
Δ a is acceleration increment, typically takes 0.05~0.2；
adFor the initial acceleration amplitude in eaerthquake damage vibration test.
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| CN109752262A (en) * | 2019-01-18 | 2019-05-14 | 中国水利水电科学研究院 | A method of covering layer soil body dynamic shear modulus parameter is determined based on relative density in situ |
| CN110095807A (en) * | 2019-04-08 | 2019-08-06 | 三峡大学 | A kind of simulation projectile type landslide experimental provision and method |
| CN110258435A (en) * | 2019-06-25 | 2019-09-20 | 中国水利水电科学研究院 | A kind of true stress high earth and rockfill dam dynamic test method of hundred meter levels off field |
| CN110333148A (en) * | 2019-05-28 | 2019-10-15 | 江苏科技大学 | A kind of native dynamic shear modulus test method based on vibration attenuation curve fining analysis |
| CN111636360A (en) * | 2020-05-12 | 2020-09-08 | 东北石油大学 | Device for manufacturing roller compacted concrete arch dam vibration table model |
| CN111896204A (en) * | 2020-07-29 | 2020-11-06 | 中铁第四勘察设计院集团有限公司 | Model box for rock-soil model vibration test and design method thereof |
| CN112485106A (en) * | 2020-10-12 | 2021-03-12 | 浙江大学 | Physical model layered preparation and test method for controlling soil body state parameters |
| CN113190891A (en) * | 2021-02-10 | 2021-07-30 | 国机集团科学技术研究院有限公司 | Evaluation test method for damage and vibration resistance of historic building timber structure |
| CN115184461A (en) * | 2022-07-06 | 2022-10-14 | 水利部交通运输部国家能源局南京水利科学研究院 | Centrifugal test device and method for core wall dam collapse |
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| CN109610403A (en) * | 2018-11-28 | 2019-04-12 | 石家庄铁道大学 | A kind of earth and rockfill dam safe condition analog simulation method |
| CN109581478B (en) * | 2018-12-07 | 2020-04-14 | 成都理工大学 | Vibration table model test method for simulating earthquake dynamic response with soft layer and slope |
| CN109581478A (en) * | 2018-12-07 | 2019-04-05 | 成都理工大学 | Simulate the shaking table model method of the seismic response of slope containing weak intercalations |
| CN109752262A (en) * | 2019-01-18 | 2019-05-14 | 中国水利水电科学研究院 | A method of covering layer soil body dynamic shear modulus parameter is determined based on relative density in situ |
| CN109752262B (en) * | 2019-01-18 | 2020-10-27 | 中国水利水电科学研究院 | Method for determining dynamic shear modulus parameter of covering soil mass based on in-situ relative density |
| CN110095807A (en) * | 2019-04-08 | 2019-08-06 | 三峡大学 | A kind of simulation projectile type landslide experimental provision and method |
| CN110333148B (en) * | 2019-05-28 | 2021-09-07 | 江苏科技大学 | Soil dynamic shear modulus testing method based on fine analysis of vibration attenuation curve |
| CN110333148A (en) * | 2019-05-28 | 2019-10-15 | 江苏科技大学 | A kind of native dynamic shear modulus test method based on vibration attenuation curve fining analysis |
| CN110258435A (en) * | 2019-06-25 | 2019-09-20 | 中国水利水电科学研究院 | A kind of true stress high earth and rockfill dam dynamic test method of hundred meter levels off field |
| CN111636360A (en) * | 2020-05-12 | 2020-09-08 | 东北石油大学 | Device for manufacturing roller compacted concrete arch dam vibration table model |
| CN111896204A (en) * | 2020-07-29 | 2020-11-06 | 中铁第四勘察设计院集团有限公司 | Model box for rock-soil model vibration test and design method thereof |
| CN112485106A (en) * | 2020-10-12 | 2021-03-12 | 浙江大学 | Physical model layered preparation and test method for controlling soil body state parameters |
| CN112485106B (en) * | 2020-10-12 | 2021-11-19 | 浙江大学 | Physical model layered preparation and test method for controlling soil body state parameters |
| CN113190891A (en) * | 2021-02-10 | 2021-07-30 | 国机集团科学技术研究院有限公司 | Evaluation test method for damage and vibration resistance of historic building timber structure |
| CN113190891B (en) * | 2021-02-10 | 2023-09-29 | 国机集团科学技术研究院有限公司 | Evaluation test method for damage and vibration resistance of historic building wood structure |
| CN115184461A (en) * | 2022-07-06 | 2022-10-14 | 水利部交通运输部国家能源局南京水利科学研究院 | Centrifugal test device and method for core wall dam collapse |
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