CN104297456A - Method for recognizing meso-structure parameter of dynamic performance of radiation shield concrete - Google Patents
Method for recognizing meso-structure parameter of dynamic performance of radiation shield concrete Download PDFInfo
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- CN104297456A CN104297456A CN201410532003.XA CN201410532003A CN104297456A CN 104297456 A CN104297456 A CN 104297456A CN 201410532003 A CN201410532003 A CN 201410532003A CN 104297456 A CN104297456 A CN 104297456A
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Abstract
The invention discloses a method for recognizing a meso-structure parameter of the dynamic performance of radiation shield concrete. The method comprises the following steps: manufacturing a modal test piece of radiation shield concrete and aggregate and mortar of the radiation shield concrete; carrying out modal testing and testing a transfer function of the test piece of the radiation shield concrete beam; carrying out modal testing, and testing a transfer function of the aggregate test piece corresponding to the radiation shield concrete beam; carrying out modal testing, and testing a transfer function of a mortar test piece corresponding to the radiation shield concrete beam; analyzing so as to obtain dynamic parameters of the radiation shield concrete beam, the aggregate and mortar of the radiation shield concrete beam; establishing a random aggregate model of the radiation shield concrete; and recognizing the interface dynamic meso-structure parameter of the radiation shield concrete. The method for recognizing the meso-structure parameter of the dynamic performance of the radiation shield concrete has the beneficial effects that the interface dynamic meso-structure parameter of the radiation shield concrete is obtained, such as damping and dynamic modulus of elasticity.
Description
Technical field
The invention belongs to testing concrete performance technical field, relate to the recognition methods of a kind of radiation shield concrete power performance rill evolution.
Background technology
The mechanical characteristic of each phase material of concrete is the basis of carrying out numerical simulation.Because of the restriction of test condition, concrete mechanics test findings often can not reflect the material behavior of test specimen, and can only reflect the architectural characteristic of whole sample loading system.In the research of the heterogeneous mesomechanics of concrete, numerical simulation and material test complement each other, some experimental phenomenas can be explained and stand verification experimental verification numerical value emulation method energy Some substitute test, thus saving human and material resources, reduce the test restriction of objective condition and the impact of human factor.
Loaded concrete is the high density concrete be made up of heavy aggregate and cement etc.On microscopic parameter, when studying the kinematic behavior of radiation shield concrete, be regarded as the three-phase composite material be made up of mortar matrix, heavy coarse aggregate and interface between the two, the power performance of radiation shield concrete is subject to the impact of its each phase material, and the mechanical characteristic of each phase material of composition radiation shield concrete is the basis of carrying out numerical simulation.Assuming that each phase material is uniform, according to the viewpoint of compound substance, by the power performance of Numerical Method Study radiation shield concrete.Wherein, be foundation for the material properties parameter of each phase material that inputs in meso-mechanical model with test figure, and the checking tested under the respective response of structure or component should obtain this level under macro-scale.
Summary of the invention
The object of the present invention is to provide the recognition methods of a kind of radiation shield concrete power performance rill evolution, solve the problem that existing measuring technology is difficult to obtain radiation shield concrete interface motivation rill evolution.
The technical solution adopted in the present invention is the modal test test specimen making radiation shield concrete beam and aggregate and mortar; Carry out modal test, the transport function of test radiation shield concrete beam test specimen; Carry out modal test, the transport function of the aggregate test specimen that test radiation shield concrete beam is corresponding; Carry out modal test, the transport function of the mortar specimen that test radiation shield concrete beam is corresponding; Analyze the kinetic parameter obtaining radiation shield concrete beam, aggregate and mortar thereof; Set up the random retainer model of radiation shield concrete; Identify radiation shield concrete interface motivation rill evolution.
The invention has the beneficial effects as follows and obtain radiation shield concrete interface motivation rill evolution, as damping, dynamic modulus of elasticity.
Accompanying drawing explanation
Fig. 1 is a kind of radiation shield concrete power performance of the present invention rill evolution recognition methods step schematic diagram;
Fig. 2 is that baryte beam test specimen damping ratio is with aggregate mortar faying face variation of damping ratio curve synoptic diagram;
Fig. 3 is that magnetite concrete beam test specimen damping ratio is with aggregate mortar faying face variation of damping ratio curve synoptic diagram;
Fig. 4 is that baryte beam test specimen damping ratio is with mortar variation of damping ratio curve synoptic diagram;
Fig. 5 is that magnetite concrete beam test specimen damping ratio is with mortar variation of damping ratio curve synoptic diagram.
Embodiment
Below in conjunction with the drawings and specific embodiments, the present invention is described in detail.
The present invention is based on Random Aggregate of Concrete model, invention step as shown in Figure 1, by baryte, the discrete multiphase medium for being made up of heavy coarse aggregate, mortar and both faying faces of magnetite concrete, establish the thin sight numerical simulation model of research radiation shield concrete dynamic Property Analysis.On microscopic parameter, consider the difference of aggregate unit, curing cement mortar unit and boundary element characteristic of material mechanics, acquired by modal test, the parameter such as density and dynamic modulus of elasticity of heavy aggregate and mortar thereof, carries out the analysis of radiation shield concrete frequency damping with the Changing Pattern of three-phase material parameter.
Make the modal test test specimen of radiation shield concrete beam and aggregate and mortar; Carry out modal test, the transport function of test radiation shield concrete beam test specimen; Carry out modal test, the transport function of the aggregate test specimen that test radiation shield concrete beam is corresponding; Carry out modal test, the transport function of the mortar specimen that test radiation shield concrete beam is corresponding; Analyze the kinetic parameter obtaining radiation shield concrete beam, aggregate and mortar thereof; Set up the random retainer model of radiation shield concrete; Identify radiation shield concrete interface motivation rill evolution.
Below the checking that the present invention is carried out:
The material properties parameter of heavy coarse aggregate and the corresponding mortar of concrete thereof experimentally test result value lists in table 1.Poisson ratio value 0.2.
Table 1 aggregate and mortar material property parameters
1.1 radiation shield concrete beam test specimen frequencies are with the Changing Pattern of Complexed Prostate Specific Antigen
1.1.1 the Changing Pattern of baryte beam test specimen frequency
To barite beams of concrete test specimen, get aggregate and mortar faying face density value is 2.919g/cm
3, when dynamic modulus of elasticity is respectively 60%, 80%, 100%, 120%, 150% of mortar elastic modulus, meso-level simulation result and modal test measured result contrast as follows:
Analog result when table 2 aggregate and mortar faying face Dynamic Elastic Module E=10980Mpa
Analog result when table 3 aggregate and mortar faying face Dynamic Elastic Module E=14640Mpa
Analog result when table 4 aggregate and mortar faying face Dynamic Elastic Module E=18300Mpa
Analog result when table 5 aggregate and mortar faying face Dynamic Elastic Module E=21960Mpa
Analog result when table 6 aggregate and mortar faying face Dynamic Elastic Module E=27450Mpa
Wherein, R is surveyed quadravalence model frequency measured value before baryte by modal test.From table 2 ~ table 6, when baryte aggregate mortar faying face dynamic modulus of elasticity value is E=27450Mpa, modal test measured result and analog result more close.To baryte three kinds of size beam test specimens, its front quadravalence response frequency with aggregate and mortar faying face dynamic modulus of elasticity value increase and increase.
When aggregate mortar faying face dynamic modulus of elasticity variation range is 0.6E ~ 1.5E, before baryte beam, quadravalence response frequency is with the variation rule curve of aggregate and mortar faying face dynamic modulus of elasticity value.Its response frequency with aggregate and mortar faying face dynamic modulus of elasticity value increase and increase.To the different response surfaces of three kinds of different size beam test specimens, order is higher, and its frequency is larger with the rate of change of faying face dynamic modulus of elasticity.
1.1.2 the Changing Pattern of magnetite concrete beam test specimen frequency
To magnetite concrete, get its aggregate, the density value of mortar faying face is 2.707g/cm
3, when dynamic modulus of elasticity is respectively 20%, 40%, 50%, 60%, 100% of mortar elastic modulus, its macroscopical beam test specimen microscopical experiments result and modal test measured result contrast as follows:
Analog result when table 7 aggregate and mortar faying face Dynamic Elastic Module E=6360Mpa
Analog result when table 8 aggregate and mortar faying face Dynamic Elastic Module E=12720Mpa
Analog result when table 9 aggregate and mortar faying face Dynamic Elastic Module E=15900Mpa
Analog result when table 10 aggregate and mortar faying face Dynamic Elastic Module E=19080Mpa
Analog result when table 11 aggregate and mortar faying face Dynamic Elastic Module E=31800Mpa
Wherein, R is quadravalence model frequency measured value before modal test gained magnetite concrete.From table 7 ~ table 11, to magnetite concrete, front quadravalence response frequency also with aggregate and mortar faying face dynamic modulus of elasticity value increase and increase.
When aggregate mortar faying face dynamic modulus of elasticity variation range is 0.2E ~ 1.0E, before the beam test specimen of magnetite concrete three kinds of different sizes, quadravalence response frequency is with the variation rule curve of aggregate and mortar faying face dynamic modulus of elasticity value.Its response frequency with aggregate and mortar faying face dynamic modulus of elasticity value increase and increase.To the different response surfaces of three kinds of different size beam test specimens, order is higher, and its frequency is larger with the rate of change of faying face dynamic modulus of elasticity.
The impact of 1.2 three-phase material damping comparison radiation shield concrete beam damping ratios
Adopt the thin sight dynamics research model set up, carry out composite damping parameters input, different critical damping ratio parameters is inputted to aggregate, mortar and the two faying face, obtain corresponding to integrally-built composite damping value.
The composite damping weighted mean of material is obtained damping ratios by ABAQUS, and transformational relation is:
Wherein, ξ
αfor the damping ratios of mode α, ξ
mthe damping ratio of material m,
for the mass matrix relevant to material m,
for the vibration shape of mode α, m
αfor the α modal mass of mode.
Constraint adopts one end to fix, and the other end applies a unit force, carries out Steady State Analysis, obtains the frequency response function curve of baryte and magnetite concrete semi-girder.
1.2.1 aggregate mortar faying face damping ratio is on the impact of beams of concrete damping ratio
Coarse aggregate, corresponding concrete mortar damping ratio is 0.01, aggregate mortar faying face damping ratio value is respectively 0.005, 0.01, 0.02, 0.03, when 0.05, the frequency response function curve of 50 × 100 × 450mm barite and magnetite concrete beam test specimen and one-piece construction damping ratio can be found out by Fig. 2-Fig. 3 with the situation of change of aggregate mortar faying face damping ratio, the change of aggregate mortar faying face damping value then affects larger on radiation shield concrete beam test specimen frequency response function and one-piece construction damping ratio, power performance and the weak faying face of radiation shield concrete beam test specimen have substantial connection.The damping promoting mortar material and aggregate mortar faying face is effective to raising loaded concrete damping capacity.
1.2.2 mortar damping ratio is on the impact of beams of concrete damping ratio
Aggregate, aggregate mortar faying face damping ratio are 0.01, when the value of mortar damping ratio is respectively 0.005,0.01,0.02,0.03,0.05,50 × 100 × 450mm radiation shield concrete beam frequency response function curve can be found out by Fig. 4 and Fig. 5, the change of mortar damping ratio also has considerable influence to radiation shield concrete beam test specimen frequency response function and integral damping ratio, and the damping promoting mortar material is effective to raising radiation shield concrete damping capacity.
There is larger displacement baryte beam frequency response curve single order front portion, is to cause because the dynamic modulus of elasticity difference of aggregate and mortar and faying face thereof is excessive.In magnetite concrete beam, aggregate and other bi-material dynamic modulus of elasticity difference less, displacement is also not obvious.Under microscopic parameter, the dynamic modulus of elasticity of faying face and mortar material is larger to macroscopical component power performance influence.
Conclusion: according to material properties parameter and the mode test result of testing gained coarse aggregate and mortar, based on random retainer model, from microscopic parameter, computational analysis is carried out to the aggregate of barite, magnetic iron ore two kinds of radiation shield concretes, mortar faying face dynamic modulus of elasticity variable with finite element software Abaqus.Obtain drawing a conclusion:
The frequency values of baryte and magnetite concrete increases with the increase of coarse aggregate mortar faying face dynamic modulus of elasticity.To obtain before two kinds of concrete fourth order frequency with the change curve of dynamic modulus of elasticity parameter.
The change of aggregate mortar faying face damping value is then comparatively large on macroscopical beam test specimen frequency response function impact, and the power performance of radiation shield concrete beam test specimen and the performance of faying face have substantial connection.
There is larger displacement baryte beam frequency response curve single order front portion, is to cause because the dynamic modulus of elasticity difference of aggregate and mortar and faying face thereof is excessive.In magnetite concrete beam, aggregate and other bi-material dynamic modulus of elasticity difference less, displacement is also not obvious.Under microscopic parameter, due to the difference of three-phase material cell characteristic, the dynamic modulus of elasticity of faying face and mortar material has considerable influence to macroscopical component power performance.
The above is only to preferred embodiment of the present invention, not any pro forma restriction is done to the present invention, every according to technical spirit of the present invention to any simple modification made for any of the above embodiments, equivalent variations and modification, all belong in the scope of technical solution of the present invention.
Claims (1)
1. a radiation shield concrete power performance rill evolution recognition methods, is characterized in that carrying out according to following steps:
Step 1: the modal test test specimen making radiation shield concrete beam and aggregate and mortar;
Step 2: carry out modal test, the transport function of test radiation shield concrete beam test specimen;
Step 3: carry out modal test, the transport function of the aggregate test specimen that test radiation shield concrete beam is corresponding;
Step 4: carry out modal test, the transport function of the mortar specimen that test radiation shield concrete beam is corresponding;
Step 5: analyze the kinetic parameter obtaining radiation shield concrete beam, aggregate and mortar thereof;
Step 6: the random retainer model setting up radiation shield concrete;
Step 7: identify radiation shield concrete interface motivation rill evolution.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109374452A (en) * | 2018-11-29 | 2019-02-22 | 中南大学 | A kind of prestressed concrete beam fatigue damage state characterization method and test device |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102661874A (en) * | 2012-05-17 | 2012-09-12 | 山东起凤建工股份有限公司 | Detecting sampling tool and detecting method for distribution uniformity of aggregates of concrete pouring layer |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102661874A (en) * | 2012-05-17 | 2012-09-12 | 山东起凤建工股份有限公司 | Detecting sampling tool and detecting method for distribution uniformity of aggregates of concrete pouring layer |
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| Title |
|---|
| 杨静: "防辐射混凝土阻尼试验及数值模拟研究", 《中国优秀硕士学位论文全文数据库 工程科技辑》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109374452A (en) * | 2018-11-29 | 2019-02-22 | 中南大学 | A kind of prestressed concrete beam fatigue damage state characterization method and test device |
| CN109374452B (en) * | 2018-11-29 | 2023-11-10 | 中南大学 | Fatigue damage state characterization method and test device for prestressed concrete beam |
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Application publication date: 20150121 |