CN109826245A - A kind of reinforced earth tall earth fill centrifugal model test method - Google Patents
A kind of reinforced earth tall earth fill centrifugal model test method Download PDFInfo
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Abstract
The invention discloses a kind of reinforced earth tall earth fill centrifugal model test methods, and the prototype of reinforced earth tall earth fill is determined including A1., and are fabricated to same embankment side slope form；A2. it is constituted according to the ingredient of prototype filler, screens and prepare respectively the main similar materials of indoor model essentially according to intensity doctrine of equivalents；A3. the main similar materials that will be chosen in A2 step according to prototype at laboratory experiment model, and are buried sensor in model and are observed in model a front surface and a side surface installation high-definition camera model；A4. experimental model is placed in large geotechnical centrifuge, reduced self weight is reduced by centrifugal acceleration compensation model.The present invention mainly applies centrifugal acceleration with super-magnum centrifuge to supplement the self weight of reduction due to model reduces；And cast material using leiomyoma cells or with the closely consistent remodelable material of leiomyoma cells attribute, to guarantee that analog result can really reflect the actual loading and stable case of reinforced earth tall earth fill.
Description
Technical field
The present invention relates to Geological Engineering and geotechnical engineering field, in particular to a kind of reinforced earth tall earth fill from
Heart model test method.
Background technique
In the prior art, reinforcement can make the embankment gradient keep stablizing in the case where very steep in slight slope.Using reinforcement
Native high roadbed is especially suitable in the place of some narrow spaces；The gradient of embankment also can be reduced amount of fill suddenly；It can also improve simultaneously
The integral strength and stability of slopes.In the large-scale economic construction in China, railway, highway, airport etc. numerous areas are all
It has a wide range of applications.
In the design of reinforced earth embankment side slope, the overall stability of embankment side slope first has to ensure.But increasingly
The all far super design specification of height and scale of more reinforced earth embankment side slopes, it is necessary to steady to the reinforced earth tall earth fill of design
It is qualitative to be analyzed and verified.It usually can be used: 1, being simulated by live large-scale in-situ test, but the practical embankment in scene
Operating cost is high, and is limited by engineering construction period and investment while need to consider that society and environment such as influence at multiple sides
Face factor, therefore determine the condition for not doing live large-scale reinforced earth high roadbed test；2, it is calculated using large-scale numerical value to adding
Muscle soil high roadbed is simulated.It is corresponding at present to calculate although tall earth fill stability analysis more can be carried out effectively
Method still based on mature height of embankment and side slope type, calculates superelevation and complex conditions slope also immature.
3, the indoor model test under normal condition (1g).After model reduces, mainly simulated with the analog material of big severe, but
Be still can not compensate and restore as caused by the reduction of prototype side slope size be self-possessed loss, so simulation effect with actual conditions
There is biggish difference, the research and analysis of quantification cannot be especially carried out to high reinforced earth embankment side slope.Therefore, in conjunction with from
The principle and feature of heart model test can be most using centrifugal model test according to the scale and feature of reinforced earth tall earth fill
Directly and really verify the stability of reinforced slopes.
Summary of the invention
The purpose of the present invention is to provide a kind of reinforced earth tall earth fill centrifugal model test methods, by native with large size
Work centrifuge applies high centrifugal acceleration (ng) to supplement the self weight of reduction due to model reduces, and accords with the stress of model more
Actual conditions are closed, and then can really be simulated and the deformation failure and stable case of analysis of slope.
To reach above-mentioned technical purpose, the technical solution adopted by the present invention is specific as follows:
A kind of reinforced earth tall earth fill centrifugal model test method, feature the following steps are included:
A1. the prototype for determining reinforced earth tall earth fill, by side slope prototype size according to 1/n times of scale smaller, and makes
It is made same embankment side slope form；
A2. it is constituted according to the ingredient of prototype filler, and measures each physical parameter of prototype, proportionally reduced and determine experiment
Model physical parameter；The fill material of indoor model, basement rock material, soil are screened and prepared respectively essentially according to intensity doctrine of equivalents
The main similar materials such as work grid, friction pile；
A3. by the main analog simulation material such as the fill material chosen in A2 step, basement rock material, TGXG, friction pile
Material, according to prototype at laboratory experiment model, and in model bury sensor (including differential displacement meter, soil pressure pass
Sensor and electric resistance wire strain gauge), model is observed in model a front surface and a side surface installation high-definition camera；
A4. the test model made is placed in large geotechnical centrifuge, by applying the compensation of ng centrifugal acceleration
Model reduces and the self weight of reduction, so that model and prototype side slope is had consistent ambient stress, by centrifugal test to model side slope
Stress and stability deployment analysis.
Further, inbuilt sensor includes differential displacement meter, soil pressure sensor and resistance in the A3 step
Formula strain gauge.
Preferably, displacement sensor selects China Physics Institute's system engineering research differential displacement sensor produced, range
±50mm；Miniature static state earth pressure gauge selection China Physics Institute's system engineering research soil pressure sensor produced, range 0.5Mpa,
1Mpa；Strain gauge uses the resistance strain plate of Zhonghang Electrical Measuring Instrument Co Ltd's production, strains range 5%, resistance system
Number 2.11 ± 1%.
Further, it is that the sedimentation change of top of the slope is monitored by differential displacement meter that slope stability is detected in the A4 step
Shape, and by the variation of the index point of side placement before and after the test to determine lateral deformation, and monitored by earth pressure gauge
Soil pressure after wall.
Preferably, which is vertically equally spaced according to 100mm in filling body, and earth pressure gauge is perpendicular after friction pile
It is equally spaced to according to 30mm.
Further, in the A2 step, similar materials of banketing are to be lower than artificial quartz sand and sunning moisture content
1% and the silty clay after pulverizing pour into aperture 10mm, 5mm, 2mm, 1mm, 0.5mm, the standard sample sieve of 0.25mm, 0.075mm
In, from top to bottom sequentially weigh on sieves at different levels and in chassis soil sample quality, take 1mm, 0.5mm, 0.25mm, 0.075mm respectively
And sand mixture on sieve below, and in parts by mass less than 25 parts of 33 parts: 0.75mm~0.25mm of 0.075mm:
18 parts of the match ratio of 12 parts: 1mm~2mm of 12 parts: 0.5mm~1mm of 0.25mm~0.5mm carries out human configuration.
Further, the fill material that above-mentioned configuration is completed is subjected to moisture content after mixing and hits actual measurement examination, according to containing
Water rate 6%~19% is configured, and configures 3 kilograms of weight, configured soil sample is wrapped in the good container of leakproofness, bored
Expect diel, the soil sample prepared hit real method and poured into compaction cylinder several times as selected, every layer by defined striking times into
Row hits reality, it is desirable that remaining soil height is no more than examination cylinder top surface 5mm after having hit.
Further, it will hit after the soil sample after reality takes out, the water content and measuring and calculating for measuring compacted soil samples hit soil sample after reality
Wet density, then the dry density that drying and processing determines soil sample is carried out to soil sample, using dry density as ordinate, water content is drawn for abscissa
Koji-making line, curve upward peak point are optimum moisture content.
Further, the soil sample of optimum moisture content is subjected to shearing test, passes through the cohesive strength of staight scissors device measuring soil sample
And angle of friction, building body design strength requirement is compared, whether detection optimum moisture content soil sample meets design requirement.
Further, in the A2 step, basement rock similar materials are the mechanical property and intensity according to prototype basement rock,
Indoor model uses equicohesive concrete, and is poured according to the form of basement rock；The TGXG similar materials
It is the major parameter index (tensile strength and elongation percentage) according to grid in prototype, chooses corresponding analog material and indoor mould is made
Type test TGXG used.
Further, in the A3 step, experimental model is made, is mainly comprised the steps that
B1., the plastic wire ruled paper made is tightly attached to the organic glass side of model casing, according to design scheme in grid
Boundary is made on paper and basement rock is poured with contour line shown in grid paper, and for the design strength for reaching basement rock, basement rock pours rear demoulding
And it conserves 28 days；
B2. embedded friction pile while basement rock is made, after all friction piles are embedded, breast boards is installed；
It B3. is control embankment volume density, embankment soil body strict implement placement in layers guarantees its compactness；
B4. soil pressure sensor is buried in strict accordance with design scheme during filling body is filled, is laid with TGXG；
B5. filling body fills completion and pours panel immediately, and maintenance certain time reaches design strength；
B6. after the completion of entire modelling, model casing is hung in into centrifuge instrument, installation is for measuring slope sedimentation deformation
Differential displacement meter and high-definition camera.
Further, in the A4 step, centrifugal acceleration loading scheme specifically: first stage, 0g~40g: centrifugation
Acceleration is at the uniform velocity loaded into 40g, dead load 3min from 0g；Second stage 40g~80g: 80g, dead load 3min are at the uniform velocity loaded into；The
Three stage 80g~110g: 110g, dead load 43min are at the uniform velocity loaded into.
The beneficial effects of the present invention are: the present invention is different from the prior art, and the present invention selects or matches by carefully screening
It is standby go out closest to actual similar materials, and with the compensation of ng centrifugal acceleration due to model scale reduces needed for certainly
Weight, and it is logical to the various sensors being laid in inside model, to obtain important test data, finally to reinforced earth high roadbed side
The stability on slope makes analysis and evaluation.
Specific embodiment
The present invention is described in further detail below by specific implementation example and in conjunction with specific experiment.
By taking virtual airport reinforced earth tall earth fill as an example:
A kind of reinforced earth tall earth fill centrifugal model test method, comprising the following steps:
A1. the prototype for determining reinforced earth tall earth fill, by side slope prototype size according to 1/n times of scale smaller, and makes
It is made same embankment side slope form；
A2. it is constituted according to the ingredient of prototype filler, and measures each physical parameter of prototype, proportionally reduced and determine experiment
Model physical parameter；The fill material of indoor model, basement rock material, soil are screened and prepared respectively essentially according to intensity doctrine of equivalents
The main similar materials such as work grid, friction pile；
According to the related specifications of Civil Aviation Airport embankment, fill compaction degree is required greater than 95%, and the optimum moisture content of soil, grade
With etc. key factors there is significant impact to soil compaction degree, model bankets the problems such as considering grain composition, moisture content, phase of banketing
Like simulation material be the silty clay of artificial quartz sand and sunning moisture content lower than 1% and after pulverizing is poured into aperture 10mm,
In the standard sample sieve of 5mm, 2mm, 1mm, 0.5mm, 0.25mm, 0.075mm, on sieves at different levels and chassis is from top to bottom sequentially weighed
The quality of interior soil sample takes sand mixture on 1mm, 0.5mm, 0.25mm, 0.075mm and sieve below respectively, and presses mass parts
The 12 of 12 parts: 0.5mm~1mm of 25 parts: the 0.25mm~0.5mm of meter less than 33 parts: 0.75mm~0.25mm of 0.075mm
Part: 18 parts of the match ratio of 1mm~2mm carries out human configuration.Ordinate is partial size corresponding to 10% on size grading curve
d10Referred to as effective grain size, ordinate are partial size d corresponding to 60%60Referred to as effective grain size, by d60With d10Ratio be known as unevenness
Even coefficient Cu, d30With d60、d10Relationship be known as curve coefficientCc, In formula, d30It is grading curve
Upper ordinate is that the obtained coefficient of curvature of partial size corresponding to 30% is Cc=1.26, and nonuniform coefficent Cu=19.58 are banketed
Gradation is good, meets engineering demand.
The fill material that above-mentioned configuration is completed is subjected to moisture content after mixing and hits actual measurement examination, optimum moisture content experiment is adopted
It is electric compaction device with equipment, hammers weight 2.5kg into shape, falls away from 300mm, try bucket diameter d=100mm.To determine the optimal of fill material
The gravelly soil sieved is uniformly mixed by moisture content as required, and respectively according to 6%, 9%, 11%, 14%, 16%, 19%
Moisture content is configured, and configured sample is wrapped in the good polybag of leakproofness by every group of configuration 3kg, one daytime of shelving
It is night, spare for optimum moisture content compaction test.
By the soil sample prepared by it is selected hit real method and divide pour into compaction cylinder for 3 times, every layer is carried out by defined striking times
Hit reality, it is desirable that remaining soil height is no more than examination cylinder top surface 5mm after having hit.Equating uses bulldozing device (electronic stripping fork) to release cylinder after weighing
Interior sample, measures the water content for hitting real sample and the wet density of soil sample after reality is hit in measuring and calculating.Remaining soil sample is tried by same procedure
It tests.After completing compaction test, every group of test takes 3 samples to be dried, it has been determined that the dry density of different water cut soil sample, it is above
After the completion of test, each sample dry density is calculated using existing valid data, using dry density as ordinate, water content is abscissa
Curve is drawn, the longitudinal and transverse coordinate of curve upward peak point is respectively maximum dry density and optimum moisture content.By measurement, gravelly soil
When moisture content is 6%, dry density 1.86g/cm3, when moisture content is 9%, dry density 1.99g/cm3, moisture content 11%
When, dry density 2.02g/cm3, when moisture content is 14%, dry density 1.93g/cm3, when moisture content is 16%, dry density is
1.88g/cm3, when moisture content is 19%, dry density 1.75g/cm3, then the maximum dry density of the soil sample is 2.02, optimal aqueous
Rate is 11%.
It is tested by optimum moisture content, it is found that the optimum moisture content of this fill material is 11%, consider to banket hits reality
Effect and intensity, respectively according to moisture content 9%, 11%, 14% configuration soil sample carries out shearing experiment, staight scissors equipment tetrad staight scissors
Instrument.The sample prepared is wrapped in the good polybag of leakproofness (every group of sample configures 2kg), shelving according to requirement of experiment
Direct shear test is carried out after diel.By shear box wash clean, permeable stone and filter paper being put well, being plugged bolt, cutting ring sample is carefully pushed away
Enter in shear box, cover power transmission lid, mix up sensor, be directed at press rods, add counterweight direct stress be respectively 50kpa, 100kpa,
150kpa、200kpa。
According to experimental result, when gravelly soil moisture content is 9%, cohesive strength c=4kpa, angle of frictionRubble
When native moisture content is 11%, cohesive strength c=10.3kpa, angle of friction When gravelly soil moisture content is 14%, glue
Poly- power c=2.2kpa, angle of frictionAccording to filling body design strength cohesive strength c=5~10kpa, angle of frictionWhen moisture content is 9% and 11%, meet the requirements intensity requirement, in addition to this, due to the soil sample optimum moisture content
It is 11%, corresponding maximum dry density is 2.02g/cm3, and moisture content, closer to optimum moisture content, soil compaction degree is higher, examines
Consider compactness problem, the final filling body for choosing the soil sample that moisture content is 11% as this centrifugal model test.
Basement rock similar materials are to choose the mixed mud of respective strengths according to the mechanical property of prototype basement rock to replace.It is former
The basement rock of type is limestone, and according to the principle of similitude, the density of cast material, compression strength, playing mould etc. should be identical as prototype.For more
Mechanics parameter similar in true reflection cast material and leiomyoma cells, has selected 3 kinds of analog materials to carry out the simulation of basement rock, and
Related mechanical test is carried out.The first analog material is mixed and stirred be made by a certain percentage by blanc fixe, gypsum, quartz sand, water,
Second of analog material is the solid on-gauge plate brick of standard, the third material is C40 concrete.Experiment is made in every kind of analog material
Required standard sample, does compression test respectively.According to experimental result, power of the C40 concrete closer to prototype basement rock (limestone)
Property is learned, it is final to determine the basement rock for selecting C40 concrete as this model test,
The TGXG similar materials are major parameter index (tensile strength and the extension according to grid in prototype
Rate), it chooses corresponding analog material and TGXG used in indoor model test is made.
Preferably, the intensity that grid can be brought into play in reinforcement retaining wall is much smaller than its tensile fracture, and muscle material modulus connects
Near-linear, therefore the principle as strain facies such as mainly consider in Selection Model TGXG.It is suitble to this centrifuge to try to determine
The reinforcement analog material tested selects the materials such as wire netting, iron wire screen window, glass fibre, Plastics Geogrids to carry out stretching examination
It tests.According to geosynthetics testing regulations, every kind of analog material is cut into wide 20cm, the strip of long 20cm, and both ends 5cm is
Press from both sides section, the intermediate effective tensile elongation of 10cm.Every group of material carries out 3 groups of tests, totally 15 groups, is required, is measured according to the operation of test
The required parameter of material.Finally choose a kind of rib tape material that the material being most consistent with this centrifuge test is tested the most.Root
Although factually testing as a result, wire netting and iron wire screen window tensile strength are big, its mechanical property is extremely unstable, glass fibre mechanics
Property and TGXG mechanical property used in engineering are closely similar, but size of mesh opening is generally smaller, if as geotechnological lattice
Grid use, and being likely to result in TGXG paved surface originally is a potential sliding surface, and effect will run counter to desire, direction earthwork grille
Size of mesh opening is 32mm × 32mm, and tensile strength 20kN/m comprehensively considers, determine two-way plastic TGXG as this from
The TGXG analog material of heart test model.
A3. by the main analog simulation material such as the fill material chosen in A2 step, basement rock material, TGXG, friction pile
Material, according to prototype at laboratory experiment model, and in model bury sensor (including differential displacement meter, soil pressure pass
Sensor and electric resistance wire strain gauge), model is observed in model a front surface and a side surface installation high-definition camera；
Sensor includes differential displacement meter, soil pressure sensor and electric resistance wire strain gauge, it is preferable that displacement sensor choosing
With China Physics Institute's system engineering research differential displacement sensor produced, range ± 50mm；Miniature static state earth pressure gauge is selected
China Physics Institute's system engineering research soil pressure sensor produced, range 0.5Mpa, 1Mpa；Strain gauge uses Air China's Electrical Measuring Instrument
The resistance strain plate of limited liability company's production, strains range 5%, resistance coefficient 2.11 ± 1%.
Experimental model is made, is mainly comprised the steps that
B1., the plastic wire ruled paper made is tightly attached to the organic glass side of model casing, according to design scheme in grid
Boundary is made on paper and basement rock is poured with contour line shown in grid paper, and for the design strength for reaching basement rock, basement rock pours rear demoulding
And it conserves 28 days；
B2. embedded friction pile while making basement rock (inside friction pile fines concrete perfusion and basement rock pour simultaneously into
Row is to shorten the test period), for needing to arrange two friction piles of foil gauge, to avoid the breakdown strain piece in burying,
It need to be buried after basement rock reaches some strength, then by the stake for posting foil gauge in the hole of the reserved embedded friction pile in its corresponding position
Enter in basement rock.After all friction piles are embedded, breast boards is installed；
It B3. is control embankment volume density, embankment soil body strict implement placement in layers guarantees its compactness；
B4. sensor is buried in strict accordance with design scheme during filling body is filled, is laid with TGXG；
B5. filling body fills completion and pours panel immediately, and maintenance certain time reaches design strength；
B6. after the completion of entire modelling, model casing is hung in into centrifuge instrument, installation is for measuring slope sedimentation deformation
Differential displacement meter and high-definition camera.
A4. the test model made is placed in large geotechnical centrifuge, by applying the compensation of ng centrifugal acceleration
Model reduces and the self weight of reduction, so that model and prototype side slope is had consistent ambient stress, passes through centrifugal model test side slope
Stress and stability deployment analysis.
It is the sedimentation and deformation that top of the slope is monitored by differential displacement meter that slope stability is detected in the A4 step, and is passed through
The index point variation before and after the test of side placement determines lateral deformation, and monitors by earth pressure gauge soil pressure after wall
Power.Preferably, which is vertically equally spaced according to 100mm in filling body, and earth pressure gauge is vertically pressed after friction pile
It is equally spaced according to 30mm.
In the A4 step, centrifugal acceleration loading scheme specifically: the first stage, 0g~40g: centrifugal acceleration is from 0g
At the uniform velocity it is loaded into 40g, dead load 3min；Second stage 40g~80g: 80g, dead load 3min are at the uniform velocity loaded into；Phase III 80g~
110g: 110g, dead load 43min are at the uniform velocity loaded into.
The foregoing is only a preferred embodiment of the present invention, is not intended to restrict the invention, for the skill of this field
For art personnel, the invention may be variously modified and varied.All within the spirits and principles of the present invention, made any to repair
Change, equivalent replacement, improvement etc., should all be included in the protection scope of the present invention.
Claims (10)
1. a kind of reinforced earth tall earth fill centrifugal model test method, which comprises the following steps:
A1. it determines reinforced earth tall earth fill prototype, by side slope prototype size according to 1/n times of scale smaller, and is fabricated to together
The embankment side slope form of sample；
A2. it is constituted according to the ingredient of prototype filler, screens and prepare respectively filling out for indoor model essentially according to intensity doctrine of equivalents
The main similar materials such as soil material, basement rock material, TGXG, friction pile；
A3. by the main similar materials such as the fill material chosen in A2 step, basement rock material, TGXG, friction pile, root
According to prototype at laboratory experiment model, and sensor is buried in model
A4. the test model made is placed in large geotechnical centrifuge, by applying ng centrifugal acceleration compensation model
Reduce and the self weight of reduction, model and prototype side slope made to have consistent ambient stress, by centrifugal test to model side slope by
Power and stability deployment analysis.
2. reinforced earth tall earth fill centrifugal model test method according to claim 1, which is characterized in that the A3 step
Inbuilt sensor includes differential displacement meter, soil pressure sensor and electric resistance wire strain gauge in rapid.
3. reinforced earth tall earth fill centrifugal model test method according to claim 1, which is characterized in that the A4 step
Detection slope stability is the sedimentation and deformation that top of the slope is monitored by differential displacement meter in rapid, and passes through the index point of side placement
Variation before and after the test determines lateral deformation, monitors the soil pressure inside slopes by earth pressure gauge；In model front
Model is observed with side installation high-definition camera.
4. reinforced earth tall earth fill centrifugal model test method according to claim 1, which is characterized in that the A2 step
In rapid, similar materials of banketing are to pour into the silty clay of artificial quartz sand and sunning moisture content lower than 1% and after pulverizing
In the standard sample sieve of aperture 10mm, 5mm, 2mm, 1mm, 0.5mm, 0.25mm, 0.075mm, sieves at different levels are from top to bottom sequentially weighed
The quality of soil sample, takes sand mixture on 1mm, 0.5mm, 0.25mm, 0.075mm and sieve below respectively in upper and chassis, and
In parts by mass less than 0.075mm 33 parts: 0.75mm~0.25mm 25 parts: 0.25mm~0.5mm 12 parts: 0.5mm~
18 parts of the match ratio of 12 parts: 1mm~2mm of 1mm carries out human configuration.
5. reinforced earth tall earth fill centrifugal model test method according to claim 4, which is characterized in that match above-mentioned
The fill material for setting completion carries out moisture content after mixing and hits actual measurement examination, is configured, is configured according to moisture content 6%~19%
3 kilograms of weight, configured soil sample is wrapped in the good container of leakproofness, shelving diel, by the soil sample prepared by
Selected to hit real method and pour into compaction cylinder several times, every layer is carried out hitting reality by defined striking times, it is desirable that remaining soil height after having hit
No more than examination cylinder top surface 5mm.
6. reinforced earth tall earth fill centrifugal model test method according to claim 5, which is characterized in that after hitting reality
Soil sample take out after, the water content and measuring and calculating that measure compacted soil samples hit the wet density of soil sample after reality, then carry out at drying to soil sample
The dry density for determining soil sample is managed, using dry density as ordinate, water content is that abscissa draws curve, and curve upward peak point is best
Water content.
7. reinforced earth tall earth fill centrifugal model experimental method according to claim 6, which is characterized in that will most preferably contain
The soil sample of water carries out shearing test, by the cohesive strength and angle of friction of staight scissors device measuring soil sample, and with actual embankment side
Slope prototype fill material parameter compares, until the model fill material of outfit is consistent with parameter intensity of actually banketing.
8. reinforced earth tall earth fill centrifugal model test method according to claim 1, which is characterized in that the A2 step
In rapid, basement rock similar materials are the mechanical property and intensity according to prototype basement rock, and indoor model uses equicohesive coagulation
Soil, and poured according to the occurrence and form of basement rock；The TGXG similar materials are according to grid in prototype
Major parameter index (tensile strength and elongation percentage) chooses corresponding analog material and geotechnological lattice used in indoor model test is made
Grid.
9. reinforced earth tall earth fill centrifugal model test method according to claim 1, which is characterized in that the A3 step
In rapid, test model is made, is mainly comprised the steps that
B1., the plastic wire ruled paper made is tightly attached to the organic glass side of model casing, according to design scheme on grid paper
It draws boundary and basement rock is poured with contour line shown in grid paper, for the design strength for reaching basement rock, basement rock pours rear demoulding and supports
Shield 28 days；
B2. embedded friction pile while basement rock is made, after all friction piles are embedded, breast boards is installed；
It B3. is control embankment volume density, embankment soil body strict implement placement in layers guarantees its compactness；
B4. soil pressure sensor is buried in strict accordance with design scheme during filling body is filled, is laid with TGXG；
B5. filling body fills completion and pours panel immediately, and maintenance certain time reaches design strength；
B6. after the completion of entire modelling, model casing is hung in into centrifuge instrument, the difference for measuring slope sedimentation deformation is installed
Dynamic formula displacement meter and high-definition camera.
10. reinforced earth tall earth fill centrifugal model test method according to claim 1, which is characterized in that the A4
In step, due to 1/n times that indoor model reduced scale is prototype, centrifugal acceleration needs to apply ng, specific ratio n=110.From
Loading scheme is tested in scheming specifically: the first stage, 0g~40g: centrifugal acceleration is at the uniform velocity loaded into 40g, dead load 3min from 0g；
Second stage 40g~80g: 80g, dead load 3min are at the uniform velocity loaded into；Phase III 80g~110g: 110g, dead load are at the uniform velocity loaded into
43min。
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111521151A (en) * | 2020-04-29 | 2020-08-11 | 机械工业勘察设计研究院有限公司 | Centrifugal model test-based filling valley foundation settlement inversion method |
| CN112161602A (en) * | 2020-09-23 | 2021-01-01 | 机械工业勘察设计研究院有限公司 | Filling settlement prediction method based on centrifugal model test |
| CN112255390A (en) * | 2020-10-16 | 2021-01-22 | 水利部交通运输部国家能源局南京水利科学研究院 | Centrifugal model test device and method for simulating reservoir bank slope instability induced by water level fluctuation |
| CN113486567A (en) * | 2021-07-29 | 2021-10-08 | 成都理工大学 | Dredger fill settlement prediction method |
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| CN111521151A (en) * | 2020-04-29 | 2020-08-11 | 机械工业勘察设计研究院有限公司 | Centrifugal model test-based filling valley foundation settlement inversion method |
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| CN112161602A (en) * | 2020-09-23 | 2021-01-01 | 机械工业勘察设计研究院有限公司 | Filling settlement prediction method based on centrifugal model test |
| CN112255390A (en) * | 2020-10-16 | 2021-01-22 | 水利部交通运输部国家能源局南京水利科学研究院 | Centrifugal model test device and method for simulating reservoir bank slope instability induced by water level fluctuation |
| CN113486567A (en) * | 2021-07-29 | 2021-10-08 | 成都理工大学 | Dredger fill settlement prediction method |
| CN113486567B (en) * | 2021-07-29 | 2023-04-11 | 成都理工大学 | Dredger fill settlement prediction method |
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