CN105300801B - The selfreparing effect evaluation method of self-repairing cement-base material - Google Patents
The selfreparing effect evaluation method of self-repairing cement-base material Download PDFInfo
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Abstract
The present invention relates to test or analyze the method field of concrete, the selfreparing effect evaluation method of specially a kind of self-repairing cement-base material by means of determining the chemically or physically property of material.A kind of selfreparing effect evaluation method of self-repairing cement-base material, it is characterized in that：Evaluation index includes relative dynamic modulus of elasticity, fracture behaviour（Stress intensity factor response rate, fracture toughness response rate）, constitutive behavior contrast, bending rigidity response rate and intensity response rate.Implement successively as follows：Step 1：Prepare test specimen；Step 2：Prefabricated localized crackses, scattered crackle；Step 3：Test parameters；Step 4：Complete selfreparing；Step 5：Test parameters；Step 6：Calculating is handled, and evaluates repairing effect.Present invention evaluation is comprehensive.
Description
Technical field
The present invention relates to the chemically or physically property by means of determining material to test or analyze the method field of concrete,
It is specially a kind of.
Background technology
Used as current building field most wide, the maximum material of dosage, the service life of concrete material is in very great Cheng
Its destructiveness is depended on degree.In recent years, with the research and application of intellectual material, have from perception, self diagnosis, selfreparing
Intelligent concrete etc. function obtains extensive concern and research.Self-repair concrete has turned into the important composition portion of Fiber in Smart Structure
Point, can solve solve with conventional fracture method for repairing and mending or insoluble technical problem, to ensuring body of groundwater tying
The durability and security important in inhibiting of the great civil engineering facility such as structure, skyscraper, dam, in addition, mitigating ground
The weather such as shake, typhoon, tsunami impact failure and other destructive factors also have very big application prospect.Therefore, to reviewing one's lessons by oneself compound
Solidifying soil is studied, and can automatically be detected in fracture area, be repaired automatically, recovered or improve concrete material
Performance, it has also become the development trend of concrete technology.
At this stage, domestic and international self-repairing of concrete cracks technology can be divided into crystallization patching, built-in support methods, shape memory
Alloy selfreparing and composite sensor selfreparing etc..Wherein, crystallization patching be formed in distress in concrete it is various
Crystalline solid not soluble in water, the aggregation in crack interface grows, so that closure is progressively filled in crack.According to generation crystalline solid
Material and mode, crystalline deposit, penetrant crystalline selfreparing and microorganism self-healing etc. can be divided into.Built-in support methods also known as imitative
Recovery technique is born from, is that various carriers are arranged in concrete structure, the chemical substance with cementation is included in carrier, when
Concrete substrate produces microcrack, and carrier ruptures, and physical-chemical reaction occurs for the chemical substance discharged, forms self-healing
Network, realize the repairing in crack.Composite sensor self-repairing system is mainly by self diagnosis composite and low viscosity epoxy
Resinous thermoplastic's pipe forms.Self diagnosis composite can be heated by selection to specific position in itself.Once in concrete
Crack is produced, because overtension, by self diagnosis composite detectable signal, and then increases resistance fracture position and is selected
Property heating.Afterwards, the thermoplastic tube at crack is fused into epoxy resin come crack of healing at crack.
At present, domestic and foreign scholars have done very many research for self-repair material, and achieve certain achievement.So
And still suffering from the problem of many to be solved in terms of the evaluation of selfreparing effect.Reparation for cement-based material selfreparing is imitated
Rate evaluation method is more single, and evaluation meanses are limited only to the mechanical property sides such as the compression strength response rate of material mostly both at home and abroad
Secondary loading that face, embodiment are loading --- unloading is repaired ---.In evaluation material stiffness, toughness, fracture behaviour, this structure row
Lack direct effectively evaluating side in terms of for the related durability improvement such as, degree of impairment and impermeability, corrosion resistance, carbonization
Method.
The content of the invention
The defects of in order to overcome prior art, improve the single of existing self-repairing cement-base material repairing effect evaluation method
Property, there is provided a kind of more comprehensive evaluation method of system, the invention discloses a kind of selfreparing of self-repairing cement-base material effect
Fruit evaluation method, its evaluation index include relative dynamic modulus of elasticity, fracture behaviour (including stress intensity factor response rate and disconnected
Split toughness response rate), constitutive behavior contrasts, bending rigidity response rate and intensity response rate.
The present invention reaches goal of the invention by following technical solution：
A kind of selfreparing effect evaluation method of self-repairing cement-base material, it is characterized in that：Implement successively as follows：
Step 1：According to different use environments, the cement-based material with repair is prepared according to different Principles
Test specimen, crystallization patching can be selected in the building and groundwater regime of no particular/special requirement, built-in support methods, shape memory close
A variety of repair modes such as golden selfreparing；Liquid core fibre can be selected in concrete material for buildings such as highway, ground and bridge piers
Method；For petroleum works, microorganism selfreparing method can be selected in the concrete material of Geological Engineering and part civil engineering, described
Test specimen is the prism that length × width × height is 40mm × 40mm × 160mm, and the test specimen is divided into two test groups of A, B, and A groups are for table
Levy fracture behaviour, constitutive behavior and the mechanical behavior of material, change of the B groups for characterizing material internal degree of impairment；Each examination
Testing group needs 9 test specimens, and 3 test specimens in each test group are used for test benchmark intensity, and remaining 6 test specimen is for setting difference
The pre- destruction of degree, the base material of the test specimen include cement paste, cement mortar and concrete material；
Step 2：It is specimen prefabricated to B groups to disperse to split to the specimen prefabricated localized crackses of A groups after test specimen reaches 28day age
Line, the localized crackses are realized by the approach of cutting or preset thin slice, length, width and the depth of the localized crackses according to
It is actually needed and is adjusted, in general, crack length scope is 10mm~40mm；Crack width scope is 0.2mm~2mm；Split
Line depth bounds is 5mm~15mm；The scattered crackle realizes that the mode of preloading includes pre-folding and precompressed by preloading,
Pre-fold and realized by omnipotent servo hydraulic machine, precompressed is realized by mortar forcing press, the regional extent of the scattered crackle according to
It is actually needed and is adjusted, in general, prefabricated scattered crackle degree is the 10%~80% of peak load；
Step 3：Test fragmentation parameters, constitutive behavior, bending rigidity, rupture strength and the compression strength this 5 of A group test specimens
Performance indications, initial transmission velocity of wave of the test b group test specimen ultrasonic wave in material surface；
Step 4：A, B group test specimen are all placed in concrete standard curing condition i.e. 20 ± 2 DEG C of temperature, relative humidity 95%
Under environment, conserve 1day or 3day and complete selfreparing；
Step 5：To the performance indications in A, B group test specimen retest step 3 after reparation；
Step 6：Calculating processing is carried out to test data in step 3 and step 5, technical scheme flow is as shown in figure 1, Fig. 1
The process of middle test-reparation-second test is as shown in Fig. 2 draw evaluation index to evaluate repairing effect, the evaluation index bag
Relative dynamic modulus of elasticity, fracture behaviour, constitutive behavior contrast, bending rigidity response rate and intensity response rate are included, wherein being broken
Behavior includes stress intensity factor response rate and fracture toughness response rate.
1. relative dynamic modulus of elasticity P：
What the dynamic modulus of elasticity characterized is the ratio of the object stress and strain under dynamic load effect, before and after selfreparing
Cement-based material, relative dynamic modulus of elasticity can reflect that test specimen is repairing front and rear compactness change, Jin Erbiao from side
Levy repairing effect.
Dynamic elastic modulus EdComputational methods it is as follows：
Initial surface velocity of wave V of its ultrasonic wave in test specimen is tested before precompressedr0, after precompressed and reparation, measure ultrasonic wave
In the velocity of wave V of surface of test piecer1, the situation of change of the dynamic modulus of elasticity before and after contrast is repaired.
The dynamic elastic modulus E of solid materialdWith its surface wave velocity VrBetween relation by (1) formula calculate：
(1) in formula：ρ --- density of solid, μ --- solid Poisson's ratio, for maturing, μ typically 0.2~
Between 0.3, for concrete material, μ takes 0.2 substitution (1) formula, then：
In (1) or (2) formula, V is takenr=Vr0, obtain the initial dynamic elastic modulus Es of B group test specimensd0；Take Vr=Vr1, obtain B groups
Dynamic elastic modulus E after test specimen selfreparingd1, then relative dynamic modulus of elasticity P is by the calculating of (3) formula：
2. fracture behaviour KIAnd KIC：
Stress, strain and the strain energy that component inside crack tip is studied by elastic plastic theory are distributed, and pass through fracture
Mechanics parameter studies the propagation behavior of crackle, and fracture behaviour is disconnected including stress intensity factor response rate and fracture toughness response rate etc.
Split the analysis of parameter：
2.1 stress intensity factor response rate η (KI)：
It is strong and weak that stress intensity factor characterizes material crack tip elastic stress field under stress effect, it and crackle size,
Component physical dimension and external carbuncle are relevant, can be used for evaluating the propagation law of fragile material crackle.
The test specimen is in 3 points of anti-folding loadings, its crack tip stress intensity factor response rate η (KI) based on (4) formula
Calculate：
(4) in formula：Stress strength factor KICalculated by (5) formula：
(5) in formula,For geometrical form factors, calculated by (6) formula：
(5) and in (6) formula：PMAX--- maximum load (N), S --- nominal span (mm), B --- specimen thickness (mm),
W --- specimen width (mm), a --- crack length (mm), it is unit used that bracket is interior,
2.2 fracture toughness response rate η (KIC)
In fracture is learned, generally cause the ability of construction instability with fracture toughness to characterize material Anticrack,
Also known as fracture toughness, it is the index for weighing toughness of material quality.It is consistent with rate of loading for specified material, keeping temperature
In the case of, its fracture toughness is a constant.The fracture toughness of material is bigger, represents to promote the stress needed for instable growth of crack
It is bigger, i.e. more difficult fracture of component.
The test specimen is in 3 points of anti-folding loadings, fracture toughness response rate η (KIC) calculated by (7) formula：
(7) in formula：KIC(0) --- test specimen virgin fracture toughness；KIC(1) --- the fracture toughness after test specimen reparation；
(7) in formula, fracture toughness KICCalculated by (8) formula：
(8) in formula：MMAXCalculated by (9) formula：
(8) in formula,For geometrical form factors, calculation formula is：
(8)~(10) in formula：PMAX--- maximum load (N), MMAX--- maximum mid span moment (Nmm), G --- loading
Test specimen weight, B --- specimen thickness (mm), H --- height of specimen (mm), a --- crack length (mm), bracket are interior to be used
Unit.
3. constitutive behavior：
Constitutive behavior includes the analysis of the force-displacement curve and load-deformation curve of material.
3.1 force-displacement curve：
Force-displacement curve realizes that contrast specimen repairs front and rear force-displacement curve by omnipotent servo hydraulic machine, to divide
Analyse material and repair front and rear peak load, maximum displacement, destructive process and destructive characteristics etc., and then evaluate before and after it is repaired
Fracture behaviour changing features.
3.2 load-deformation curve：
Load-deformation curve passes through omnipotent servo hydraulic machine and foil gauge realization, the front and rear stress of contrast specimen reparation-answer
Varied curve, the occurrence and development process of front and rear compressive deformation process, i.e. cement-based material internal fissure is repaired with analysis of material
Change.
In test curve comparative analysis before and after 3.1 and 3.2 reparation,
1) phase slope within the 30% of peak value is bigger, and the ability of the resistance to deformation of the test material is bigger, if through
The testing of materials curve phase slope crossed after repairing is significantly increased, and illustrating the ability of its resistance to deformation is preferably improved；
2) because cement-based material is fragile material, it is difficult to the extension of curve descending branch be tested, after reparation, if bent
Line descending branch is obvious with the growth of displacement or strain extension trend, and illustrating the toughness of the material is improved, and fragility declines；
3) area that force-displacement curve or load-deformation curve surround with abscissa can largely represent
The energy that material needs in destructive process, the area of encirclement is bigger, and the energy that material damage needs is bigger, if after reparation
The area that is surrounded with abscissa of curve significantly increase, then illustrate that material has obtained preferable reparation, its performance obtains bright
It is aobvious to improve.
4. bending rigidity response rate ηP：
Rigidity be material or component in elastic range, cause the power required for unit displacement, i.e., load with displacement into just
The proportionality coefficient of ratio, to characterize the ability of material resistance to deformation.The complete damage curve of test specimen is analyzed, because concrete
Material, into destructive process, elastic deformation stage is regarded as in the starting stage in stress, and scope is stress in peak load
Within 30%, within this stage, the slope of force-displacement curve is the rigidity P of material.
The bending rigidity response rate of cement-based material is calculated by (11) formula：
It is accurate to 0.01,
(11) in formula：P --- with the bending rigidity calculated value (MPa) of group cement slurry test specimen, essence after preloading and repairing
Really to 0.1MPa,
P0--- with the bending rigidity calculated value (MPa) of group cement slurry test specimen when destroying completely, 0.1MPa is accurate to, is included
It is unit used in number.
5. mechanical property is intensity response rate ηfAnd ηf：
Intensity is one of most important index in concrete material application, cement-based material by self-repair function it
Afterwards, the leading indicator for evaluating its repairing effect is exactly whether intensity is replied or increased.Use intensity response rate of the present invention is analyzed
Test specimen repairs front and rear Strength Changes situation, including 3 rupture strength response rates and compression strength response rate.
5.1 rupture strength response rate ηfCalculated by (12) formula：
It is accurate to 0.01,
(12) in formula：Rf--- with the rupture strength measured value (MPa) of group cement slurry test specimen, essence after preloading and repairing
Really to 0.1MPa,
Rf0--- with the rupture strength measured value (MPa) of group cement slurry test specimen when destroying completely, 0.1MPa is accurate to, is included
It is unit used in number.
RfAnd Rf0The arithmetic mean of instantaneous value of Ying Yisan test specimen rupture strength result of the test is as measured value, when three test specimens resist
When folding maximum of intensity or the difference of minimum value and median exceed the 15% of median, this value should be rejected, then take remaining two value
Arithmetic mean of instantaneous value is as measured value；When maximum and minimum value exceed the 15% of median, median should be taken as measure
Value.
5.2 compression strength response rate ηcCalculated by (13) formula：
It is accurate to 0.01,
(13) in formula：Rc--- the compressive strength determination value (MPa) of same group cement slurry test specimen after precompressed and reparation, accurately
To 0.1MPa,
Rc0--- with the compressive strength determination value (MPa) of group cement slurry test specimen when destroying completely, 0.1MPa is accurate to, is included
It is unit used in number.
RcAnd Rc0The arithmetic mean of instantaneous value of Ying Yisan test specimen compressive strength test result is as measured value.When three test specimens resist
When the difference of Compressive Strength maximum or minimum value and median exceedes the 15% of median, this value should be rejected, then take remaining two value
Arithmetic mean of instantaneous value is as measured value；When maximum and minimum value exceed the 15% of median, median should be taken as measure
Value.
The selfreparing effect evaluation method of described self-repairing cement-base material, it is characterized in that：
C parts in step 6 c.1 with reparation c.2 before and after in test curve comparative analysis：
If 1) the testing of materials curve phase slope after reparation increases to 120% and the above of former slope,
Think that the phase slope significantly increases；
2) if curve descending branch extends to 120% original and the above with the growth extension trend of displacement or strain,
Think that growth extension trend is obvious；
If the area that curve 3) after reparation surrounds with abscissa significantly increase to the 130% of original area and more than
When, then it is assumed that area significantly increases.
Beneficial effects of the present invention are as follows：
(1) when sign is used for cement-based material selfreparing effect, compared with existing research, experimental condition of the invention
More diversification is controlled, self-healing element is matched, curing condition, curing age, crackle form, precrack region and survey
Examination mode etc. has done different explanations；
(2) method of the evaluation repairing effect proposed is widely used in the various self-healings evaluation based on different principle, with
Existing evaluation method is compared, and method of the invention replys evaluation more comprehensively to the performance of cement-based material before and after reparation, including power
Learn performance, fracture property, degree of impairment and permeance property etc.；
(3) method for systematically proposing evaluation selfreparing effect：
A) for self-repair material, after self-healing process is completed in material internal cracked zone, crack area can be changed
Stress distribution, show as the change of broken curve and fragmentation parameters.So cement-based material is reviewed one's lessons by oneself with fracture mechanics knowledge
Renaturation can carry out evaluation and can yet be regarded as a kind of reliable method；
B) rigidity characterizes the ability of material resistance to deformation.Analyzed, can obtained by the calculating to specimen stiffness before and after reparation
To the change of its non-deformability, the micro-crack and micropore number inside test specimen are also reflected indirectly, is embodied to a certain extent
The change of the compactness of test specimen；
What c) dynamic modulus of elasticity characterized is the ratio of the object stress and strain under dynamic load effect.In concrete works
In, the conventional dynamic modulus of elasticity determines the degree of impairment inside concrete material, and then evaluates the frost resistance, anti-of material
The related durability index such as corrosivity.For the cement-based material before and after selfreparing, the dynamic modulus of elasticity can reflect from side
Test specimen is repairing front and rear compactness change, and then characterizes repairing effect.
Brief description of the drawings
Fig. 1 is the technical scheme flow chart in the present invention；
Fig. 2 is the flow chart of test-reparation-second test in Fig. 1；
Fig. 3 is experimental rig schematic diagram when Examples 1 and 2 are implemented；
Fig. 4 is that different microcapsules volumes preload 30% and the rigidity value and rigidity growth rate after reparation in embodiment 2
Functional image；
The situation of change of stress intensity factor after different preloadings are repaired when Fig. 5 is different microcapsules volumes in embodiment 1
Functional image；
Fig. 6 is that rupture strength is replied before and after test specimen reparation under difference microcapsules volume when 30% is preloaded in Examples 1 and 2
The functional image of rate；
Fig. 7 is the functional image that front and rear relative dynamic modulus of elasticity contrast is repaired in precompressed 30% and 60% in embodiment 4.
Embodiment
The present invention is further illustrated below by way of specific embodiment.
Examples 1 and 2
Examples 1 and 2 all use microcapsules self-repairing cement-base material.
The microcapsules with self-healing properties are prepared first.Microcapsule granule quality and microcapsules finished product (i.e. microcapsules breast
Liquid system) the ratio between gross mass be microcapsules solid content.The solid content of microcapsules is all 40% in Examples 1 and 2.Raw material are matched somebody with somebody
Than as shown in table 1：
Table 1：
| Raw material | Mass fraction |
| Epoxy resin | 14 |
| Styrene | 1.5 |
| Phenmethylol | 2 |
| Sodium dodecylbenzenesulfonate | 1.25 |
| Octyl phenyl polyethylene glycol oxide | 1.25 |
| Benzoyl peroxide | 0.3 |
| Divinyl is stupid | 0.08 |
| Potassium peroxydisulfate | 0.3 |
| Deionized water | 22 |
Preparation process is as follows：
(1) each component material is weighed by proportioning；
(2) will be added to by epoxy resin after diluting dilution agent of phenmethylol in bottle bucket class container, agitation and dilution；
(3) sodium dodecylbenzenesulfonate incite somebody to action both as emulsifying agent, octyl phenyl polyethylene glycol oxide as surfactant
Mixed with deionized water, after being dispersed with stirring 8 minutes, be added in reaction unit, mixed with epoxy resin, stirring and emulsifying 10 is divided
Clock；
(4) mixed liquor stupid as the benzoyl peroxide of catalyst and divinyl and styrene are mixed, drop
It is added in reaction unit.Capping device, the air in device is pumped, is passed through argon gas.Keep under argon gas atmosphere, be warming up to 70
DEG C, mixing speed 400rmp, successive reaction 5hour；
(5) potassium persulfate solution that mass concentration is 1% is added dropwise into reaction unit, continues to react 3hour.
Then, 40mm × 40mm × 160mm cement paste test blocks are all used in Examples 1 and 2, to test microcapsules
The recovery situation of the mechanical property of cement base test specimen, fracture property, constitutive behavior etc. after selfreparing.
The water-cement ratio of sample used in the present embodiment is fixed as 0.3, and microcapsules volume is 0%, 1% and 2%.
In raw material used in Examples 1 and 2, microcapsules are the microcapsule emulsion prepared in the present embodiment, and solid content is
40%；Cement uses PO42.5 level Portland cements；Curing agent uses aqueous epoxy curing agent, and volume is consolidated for microcapsules
1.3 times of content.Experiment material mixture ratio is as shown in table 2：
Table 2：
| Microcapsules volume (%) | Cement (g) | Water (g) | Microcapsules (g) | Curing agent (g) |
| 0 | 600 | 180 | 0 | 0 |
| 1 | 600 | 171 | 15 | 7.8 |
| 2 | 600 | 162 | 30 | 15.6 |
The raw material ratio that Examples 1 and 2 use is consistent, and after shaping, embodiment 1 is put into concrete standard fog room and supported
28day is protected, embodiment 2 is put into calcium hydroxide aqueous solution maintenance 28day.
The test method of Examples 1 and 2 is consistent, comprises the following steps that：
(1) sample is prepared according to Sample Prep Protocol of the present invention, each test group prepares 9 test specimens, wherein 3 examinations
Part is used for test benchmark intensity, and 6 test specimens are used for setting different degrees of pre- destruction in addition；
(2) after test specimen reaches age, in side Cutting Length 40mm, width 0.5mm, depth is 10mm crack；
(3) 3 bending tests are carried out to 3 test specimens of each test group, measures and tried under different addition quantity difference curing condition
The rupture strength of sample, final data take the average value of three test datas；
(4) it is another 6 test specimen of the method that is provided of foregoing summary part to each test group according to technical scheme
Different degrees of pre- destruction is carried out, wherein 3 precompressed degree are 30%, 3 precompressed degree are 60% in addition.In indoor standing
Test specimen is loaded onto after 1day again to destroy completely, measures the test data of its each side.
(5) test specimen to fracture is subjected to compression test, tests the compression strength of sample under different condition, final data takes three
The average value of individual test data；
(6) 6 test specimens to fracture of each test group are separately taken to carry out different degrees of precompressed, wherein 3 precompressed degree are
30%, 3 precompressed degree are 60% in addition, and be loaded onto test specimen again after indoor standing 1day destroys completely, measures its reparation
Compression strength afterwards；
(7) processing calculating is carried out to test data according to the method that technical scheme is provided, evaluates its remediation efficiency.
3 bending test schematic devices are shown in Fig. 3.
Test result is as shown in Table 3 and Table 4：
Table 3：The anti-folding test result of 3 points of Examples 1 and 2：
Table 4：Examples 1 and 2 compression test results：
By the experiment of Examples 1 and 2, result of the test is analyzed, can obtain following preliminary concluding remarkss：
(1) in the experiment of prefabricated localized crackses, after destroying and repaired in advance, test specimen performance has different degrees of
Improve, illustrate that there is good repairing effect to cement-based material in microcapsules；
(2) in terms of intensity reply, in the result of prefabricated localized crackses and scattered crackle, the rupture strength of test specimen and resistance to compression
Intensity response rate improves with the raising of precompressed degree.The compression strength of test specimen and anti-folding are strong when microcapsules volume is 1%
The response rate of degree is all higher than test specimen when volume is 2%, in addition, the microcapsules remediation efficiency in embodiment 1 is more than in embodiment 2
The remediation efficiency of test specimen.
Part test result is shown in Fig. 4.
Special instruction：Rupture strength before and after test specimen is repaired under difference microcapsules volume when what Fig. 6 was represented is preloading 30%
The situation of response rate, show that the rupture strength response rate of material when microcapsules volume is 1% is better than when volume is 2% in figure
Rupture strength response rate, it is possible the reason for be：The microcapsules of incorporation are emulsion system, and containing substantial amounts of emulsifying agent, its surface is lived
Property component can cause hardened cement paste porosity to greatly increase, and test specimen compactness is poor, and the repair of microcapsules is in quality
It is difficult to embody in poor system.
Embodiment 3 and 4
Embodiment 3 and 4 all uses mineral self-repairing cement-base material.
Embodiment 3 and 4 all uses 40mm × 40mm × 160mm concrete test blocks, to characterize after mineral selfreparing in material
The situation of change of portion's degree of injury.
The concrete material with mineral self-healing properties is prepared first.In embodiment 3 and 4, binder materials uses P
O42.5 level Portland cements；Fine aggregate is river sand, modulus of fineness 2.2；Coarse aggregate 5mm~25mm continuous gradings；Expansion
Agent uses UEA swelling agents；Water reducer uses polycarboxylate water-reducer.Raw material ratio is as shown in table 5：
Table 5：
After specimen molding, embodiment 3 is put into concrete standard fog room maintenance 28day, and embodiment 4 is put into calcium hydroxide water
Solution conserves 28day.
Embodiment 3 is consistent with 4 test method, comprises the following steps that：
(1) sample is prepared according to Sample Prep Protocol of the present invention；
(2) after test specimen reaches age, measuring and calculation different materials match the initial dynamic bullet of sample under different curing conditions
Property modulus；
(3) to the crackle of embodiment 3 and embodiment 4 specimen prefabricated 30% and 60%, surveyed again after indoor standing 1day
Examination calculates its dynamic modulus of elasticity.
Part test result is shown in Fig. 7.
Compared with the 1st, 2,3 group of test specimen, the 4th group of test specimen adds swelling agent, sulphate aluminium cement and change in match ratio
The combination of agent is learned, it is possessed the premise for completing ore deposit selfreparing.Test specimen with mineral self-repair function destroys simultaneously self-healing pre-
After conjunction, its relative dynamic modulus of elasticity has and significantly increased, in addition, the test specimen repairing effect of standard curing is better than what water was supported
Test specimen.Illustrate under mineral self-repair function, the compactness of test specimen internal structure is greatly increased, and internal flaw is reduced.
The change of relative dynamic modulus of elasticity reflects the change of test specimen internal injury situation.After the prepressing, inside test specimen
Cracked, the crystalline deposit effect of mineral carries out reparation to it and is allowed to heal, and crack number and area are reduced, internal structure
Compactness increase, so relative dynamic modulus of elasticity rises.
Claims (3)
1. a kind of selfreparing effect evaluation method of self-repairing cement-base material, it is characterized in that：
Evaluation index used includes relative dynamic modulus of elasticity, fracture behaviour, sheet in described selfreparing effect evaluation method
Structure behavior contrast, bending rigidity response rate and intensity response rate,
Implement successively as follows：
Step 1：The test specimen of the cement-based material with repair is prepared, the test specimen is divided into two test groups of A, B, the examination of A groups
Part is used for the fracture behaviour, constitutive behavior and mechanical behavior for characterizing material, and B groups test specimen is used to characterize material internal degree of impairment
Change, the base material of the test specimen include cement paste, cement mortar and concrete material；
Step 2：After the test specimen reaches 28day age, to the specimen prefabricated localized crackses of A groups, the localized crackses are by cutting
Cut or the approach of preset thin slice is realized；Scattered crackle specimen prefabricated to B groups, the scattered crackle is by preloading realization, pre-add
The mode of load includes pre-folding and precompressed, pre-folds and is realized by omnipotent servo hydraulic machine, precompressed is realized by mortar forcing press；
Step 3：Test fracture behaviour parameter, constitutive behavior, bending rigidity, rupture strength and the compression strength this 5 of A group test specimens
Performance indications, initial transmission velocity of wave V of the test b group test specimen ultrasonic wave in material surfacer0；
Step 4：A, B group test specimen are all placed in the concrete standard curing condition i.e. environment of 20 ± 2 DEG C of temperature, relative humidity 95%
Under, conserve 1day or 3day and complete selfreparing；
Step 5：To the performance indications in A, B group test specimen retest step 3 after reparation；A group test specimens are tested in selfreparing
This 5 performance indications of fragmentation parameters, constitutive behavior, bending rigidity, rupture strength and compression strength afterwards, test b group test specimen exist
The transmission velocity of wave V of ultrasonic wave after selfreparing in material surfacer1；
Step 6：The test data obtained to step 3 and step 5 carries out calculating processing, draws evaluation index to evaluate and repairs effect
Fruit, wherein fracture behaviour include stress intensity factor response rate and fracture toughness response rate；
A. dynamic elastic modulus EdCalculated by (1) formula：
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</mrow>
<mo>,</mo>
</mrow>
(1) in formula：ρ --- density of solid, μ --- solid Poisson's ratio；
In (1) formula, V is takenr=Vr0, obtain the initial dynamic elastic modulus Es of B group test specimensd0；Take Vr=Vr1, obtain B group test specimen selfreparings
Dynamic elastic modulus E afterwardsd1, then relative dynamic modulus of elasticity P is by the calculating of (2) formula：
<mrow>
<mi>P</mi>
<mo>=</mo>
<mfrac>
<msubsup>
<mi>V</mi>
<mrow>
<mi>r</mi>
<mn>1</mn>
</mrow>
<mn>2</mn>
</msubsup>
<msubsup>
<mi>V</mi>
<mrow>
<mi>r</mi>
<mn>0</mn>
</mrow>
<mn>2</mn>
</msubsup>
</mfrac>
<mo>&times;</mo>
<mn>100</mn>
<mi>%</mi>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>2</mn>
<mo>)</mo>
</mrow>
<mo>;</mo>
</mrow>
B. fracture behaviour includes stress intensity factor response rate and fracture toughness response rate：
B.1 stress intensity factor response rate η (KI) calculated by (3) formula：
<mrow>
<mi>&eta;</mi>
<mrow>
<mo>(</mo>
<msub>
<mi>K</mi>
<mi>I</mi>
</msub>
<mo>)</mo>
</mrow>
<mo>=</mo>
<mfrac>
<mrow>
<msub>
<mi>K</mi>
<mi>I</mi>
</msub>
<mrow>
<mo>(</mo>
<mn>1</mn>
<mo>)</mo>
</mrow>
</mrow>
<mrow>
<msub>
<mi>K</mi>
<mi>I</mi>
</msub>
<mrow>
<mo>(</mo>
<mn>0</mn>
<mo>)</mo>
</mrow>
</mrow>
</mfrac>
<mo>&times;</mo>
<mn>100</mn>
<mi>%</mi>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>3</mn>
<mo>)</mo>
</mrow>
<mo>;</mo>
</mrow>
(3) in formula：KI(0) --- test specimen primary stress intensity factor；KI(1) --- the stress intensity factor after test specimen reparation；
(3) in formula, stress strength factor KICalculated by (4) formula：
<mrow>
<msub>
<mi>K</mi>
<mi>I</mi>
</msub>
<mo>=</mo>
<mfrac>
<mrow>
<msub>
<mi>P</mi>
<mrow>
<mi>M</mi>
<mi>A</mi>
<mi>X</mi>
</mrow>
</msub>
<mi>S</mi>
</mrow>
<mrow>
<msup>
<mi>BW</mi>
<mfrac>
<mn>3</mn>
<mn>2</mn>
</mfrac>
</msup>
</mrow>
</mfrac>
<mi>f</mi>
<mrow>
<mo>(</mo>
<mfrac>
<mi>a</mi>
<mi>W</mi>
</mfrac>
<mo>)</mo>
</mrow>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>4</mn>
<mo>)</mo>
</mrow>
<mo>;</mo>
</mrow>
(4) in formula,For geometrical form factors, calculated by (5) formula：
<mrow>
<mi>f</mi>
<mrow>
<mo>(</mo>
<mfrac>
<mi>a</mi>
<mi>W</mi>
</mfrac>
<mo>)</mo>
</mrow>
<mo>=</mo>
<mfrac>
<mrow>
<mn>3</mn>
<msup>
<mrow>
<mo>(</mo>
<mfrac>
<mi>a</mi>
<mi>W</mi>
</mfrac>
<mo>)</mo>
</mrow>
<mfrac>
<mn>1</mn>
<mn>2</mn>
</mfrac>
</msup>
<mo>{</mo>
<mn>1.99</mn>
<mo>-</mo>
<mfrac>
<mi>a</mi>
<mi>W</mi>
</mfrac>
<mrow>
<mo>(</mo>
<mn>1</mn>
<mo>-</mo>
<mfrac>
<mi>a</mi>
<mi>W</mi>
</mfrac>
<mo>)</mo>
</mrow>
<mo>&lsqb;</mo>
<mn>2.15</mn>
<mo>-</mo>
<mn>3.93</mn>
<mfrac>
<mi>a</mi>
<mi>W</mi>
</mfrac>
<mo>+</mo>
<mn>2.7</mn>
<msup>
<mrow>
<mo>(</mo>
<mfrac>
<mi>a</mi>
<mi>W</mi>
</mfrac>
<mo>)</mo>
</mrow>
<mn>2</mn>
</msup>
<mo>&rsqb;</mo>
<mo>}</mo>
</mrow>
<mrow>
<mn>2</mn>
<mrow>
<mo>(</mo>
<mn>1</mn>
<mo>+</mo>
<mn>2</mn>
<mfrac>
<mi>a</mi>
<mi>W</mi>
</mfrac>
<mo>)</mo>
</mrow>
<msup>
<mrow>
<mo>(</mo>
<mn>1</mn>
<mo>-</mo>
<mfrac>
<mi>a</mi>
<mi>W</mi>
</mfrac>
<mo>)</mo>
</mrow>
<mfrac>
<mn>3</mn>
<mn>2</mn>
</mfrac>
</msup>
</mrow>
</mfrac>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>5</mn>
<mo>)</mo>
</mrow>
<mo>;</mo>
</mrow>
(4) and in (5) formula：PMAX--- maximum load (N), S --- nominal span (mm), B --- specimen thickness (mm), W ---
Specimen width (mm), a --- crack length (mm), it is unit used that bracket is interior；
B.2 fracture toughness response rate η (KIC) calculated by (6) formula：
<mrow>
<mi>&eta;</mi>
<mrow>
<mo>(</mo>
<msub>
<mi>K</mi>
<mrow>
<mi>I</mi>
<mi>C</mi>
</mrow>
</msub>
<mo>)</mo>
</mrow>
<mo>=</mo>
<mfrac>
<mrow>
<msub>
<mi>K</mi>
<mrow>
<mi>I</mi>
<mi>C</mi>
</mrow>
</msub>
<mrow>
<mo>(</mo>
<mn>1</mn>
<mo>)</mo>
</mrow>
</mrow>
<mrow>
<msub>
<mi>K</mi>
<mrow>
<mi>I</mi>
<mi>C</mi>
</mrow>
</msub>
<mrow>
<mo>(</mo>
<mn>0</mn>
<mo>)</mo>
</mrow>
</mrow>
</mfrac>
<mo>&times;</mo>
<mn>100</mn>
<mi>%</mi>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>6</mn>
<mo>)</mo>
</mrow>
<mo>;</mo>
</mrow>
(6) in formula：KIC(0) --- test specimen virgin fracture toughness；KIC(1) --- the fracture toughness after test specimen reparation；
(6) in formula, fracture toughness KICCalculated by (7) formula：
<mrow>
<msub>
<mi>K</mi>
<mrow>
<mi>I</mi>
<mi>C</mi>
</mrow>
</msub>
<mo>=</mo>
<mfrac>
<msub>
<mi>M</mi>
<mrow>
<mi>M</mi>
<mi>A</mi>
<mi>X</mi>
</mrow>
</msub>
<mrow>
<msup>
<mi>BH</mi>
<mfrac>
<mn>3</mn>
<mn>2</mn>
</mfrac>
</msup>
</mrow>
</mfrac>
<mi>f</mi>
<mrow>
<mo>(</mo>
<mfrac>
<mi>a</mi>
<mi>H</mi>
</mfrac>
<mo>)</mo>
</mrow>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>7</mn>
<mo>)</mo>
</mrow>
<mo>;</mo>
</mrow>
(7) in formula：MMAXCalculated by (8) formula：
<mrow>
<msub>
<mi>M</mi>
<mrow>
<mi>M</mi>
<mi>A</mi>
<mi>X</mi>
</mrow>
</msub>
<mo>=</mo>
<mfrac>
<mrow>
<mo>(</mo>
<msub>
<mi>P</mi>
<mrow>
<mi>M</mi>
<mi>A</mi>
<mi>X</mi>
</mrow>
</msub>
<mo>+</mo>
<mi>G</mi>
<mo>)</mo>
<mi>S</mi>
</mrow>
<mn>4</mn>
</mfrac>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>8</mn>
<mo>)</mo>
</mrow>
<mo>;</mo>
</mrow>
(7) in formula,For geometrical form factors, calculated by (9) formula：
<mrow>
<mi>f</mi>
<mrow>
<mo>(</mo>
<mfrac>
<mi>a</mi>
<mi>H</mi>
</mfrac>
<mo>)</mo>
</mrow>
<mo>=</mo>
<mn>2.9</mn>
<msup>
<mrow>
<mo>(</mo>
<mfrac>
<mi>a</mi>
<mi>H</mi>
</mfrac>
<mo>)</mo>
</mrow>
<mfrac>
<mn>1</mn>
<mn>2</mn>
</mfrac>
</msup>
<mo>-</mo>
<mn>4.6</mn>
<msup>
<mrow>
<mo>(</mo>
<mfrac>
<mi>a</mi>
<mi>H</mi>
</mfrac>
<mo>)</mo>
</mrow>
<mfrac>
<mn>3</mn>
<mn>2</mn>
</mfrac>
</msup>
<mo>+</mo>
<mn>2.18</mn>
<msup>
<mrow>
<mo>(</mo>
<mfrac>
<mi>a</mi>
<mi>H</mi>
</mfrac>
<mo>)</mo>
</mrow>
<mfrac>
<mn>5</mn>
<mn>2</mn>
</mfrac>
</msup>
<mo>-</mo>
<mn>37.6</mn>
<msup>
<mrow>
<mo>(</mo>
<mfrac>
<mi>a</mi>
<mi>H</mi>
</mfrac>
<mo>)</mo>
</mrow>
<mfrac>
<mn>7</mn>
<mn>2</mn>
</mfrac>
</msup>
<mo>+</mo>
<mn>38.7</mn>
<msup>
<mrow>
<mo>(</mo>
<mfrac>
<mi>a</mi>
<mi>H</mi>
</mfrac>
<mo>)</mo>
</mrow>
<mfrac>
<mn>9</mn>
<mn>2</mn>
</mfrac>
</msup>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>9</mn>
<mo>)</mo>
</mrow>
<mo>;</mo>
</mrow>
(7)~(9) in formula：PMAX--- maximum load (N), MMAX--- maximum mid span moment (Nmm), G --- loading test specimen
Weight, B --- specimen thickness (mm), H --- height of specimen (mm), a --- crack length (mm), S --- nominal span (mm),
It is unit used in bracket；
C. constitutive behavior includes the force-displacement curve and load-deformation curve of material：
C.1 force-displacement curve is realized by omnipotent servo hydraulic machine, and power-displacement of the contrast A group test specimens before and after selfreparing is bent
Line, to analyze peak load growth rate η (P of the A group test specimens before and after selfreparingMAX), maximum displacement growth rate η (DMAX), destroy
Process and destructive characteristics；
Peak load growth rate η (PMAX) calculated by (10) formula：
<mrow>
<mi>&eta;</mi>
<mrow>
<mo>(</mo>
<msub>
<mi>P</mi>
<mrow>
<mi>M</mi>
<mi>A</mi>
<mi>X</mi>
</mrow>
</msub>
<mo>)</mo>
</mrow>
<mo>=</mo>
<mfrac>
<mrow>
<msub>
<mi>P</mi>
<mrow>
<mi>M</mi>
<mi>A</mi>
<mi>X</mi>
</mrow>
</msub>
<mrow>
<mo>(</mo>
<mn>1</mn>
<mo>)</mo>
</mrow>
</mrow>
<mrow>
<msub>
<mi>P</mi>
<mrow>
<mi>M</mi>
<mi>A</mi>
<mi>X</mi>
</mrow>
</msub>
<mrow>
<mo>(</mo>
<mn>0</mn>
<mo>)</mo>
</mrow>
</mrow>
</mfrac>
<mo>&times;</mo>
<mn>100</mn>
<mi>%</mi>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>10</mn>
<mo>)</mo>
</mrow>
<mo>;</mo>
</mrow>
In formula (10)：PMAX(0) --- the peak load of test specimen original upload；PMAX(1) --- the first time after test specimen reparation adds
The peak load of load；
Maximum displacement growth rate η (DMAX) calculated by (11) formula：
<mrow>
<mi>&eta;</mi>
<mrow>
<mo>(</mo>
<msub>
<mi>D</mi>
<mrow>
<mi>M</mi>
<mi>A</mi>
<mi>X</mi>
</mrow>
</msub>
<mo>)</mo>
</mrow>
<mo>=</mo>
<mfrac>
<mrow>
<msub>
<mi>D</mi>
<mrow>
<mi>M</mi>
<mi>A</mi>
<mi>X</mi>
</mrow>
</msub>
<mrow>
<mo>(</mo>
<mn>1</mn>
<mo>)</mo>
</mrow>
</mrow>
<mrow>
<msub>
<mi>D</mi>
<mrow>
<mi>M</mi>
<mi>A</mi>
<mi>X</mi>
</mrow>
</msub>
<mrow>
<mo>(</mo>
<mn>0</mn>
<mo>)</mo>
</mrow>
</mrow>
</mfrac>
<mo>&times;</mo>
<mn>100</mn>
<mi>%</mi>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>11</mn>
<mo>)</mo>
</mrow>
<mo>;</mo>
</mrow>
In formula (11)：DMAX(0) --- the maximum displacement of test specimen original upload；DMAX(1) --- the first time after test specimen reparation adds
The maximum displacement of load；
C.2 load-deformation curve is realized by omnipotent servo hydraulic machine and foil gauge, and contrast A group test specimens are before and after selfreparing
Load-deformation curve, front and rear compressive deformation process, the i.e. generation of cement-based material internal fissure and hair are repaired with analysis of material
The change of exhibition process；
C.1 with reparation c.2 before and after in test curve comparative analysis,
1) phase slope within the 30% of peak value is bigger, and the ability of the resistance to deformation of the test material is bigger, if by repairing
The testing of materials curve phase slope after multiple is significantly increased, and illustrating the ability of its resistance to deformation is preferably improved；
2) because cement-based material is fragile material, it is difficult to the extension of curve descending branch be tested, after reparation, if under curve
It is obvious with the growth of displacement or strain extension trend that section is dropped, and illustrating the toughness of the material is improved, and fragility declines；
3) area that force-displacement curve or load-deformation curve surround with abscissa can largely represent material
The energy needed in destructive process, the area of encirclement is bigger, and the energy that material damage needs is bigger, if the song after reparation
The area that line surrounds with abscissa significantly increases, then illustrates that material has obtained preferable reparation, its performance is substantially changed
It is kind；
D. bending rigidity response rate ηPCalculated by (9) formula：
<mrow>
<msub>
<mi>&eta;</mi>
<mi>P</mi>
</msub>
<mo>=</mo>
<mfrac>
<mi>P</mi>
<msub>
<mi>P</mi>
<mn>0</mn>
</msub>
</mfrac>
<mo>&times;</mo>
<mn>100</mn>
<mi>%</mi>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>12</mn>
<mo>)</mo>
</mrow>
<mo>,</mo>
</mrow>
(12) in formula：P --- the bending rigidity calculated value of same group cement slurry test specimen after preloading and repairing,
P0--- with the bending rigidity calculated value of group cement slurry test specimen when destroying completely；
E. intensity response rate includes rupture strength response rate and compression strength response rate：
E.1 rupture strength response rate ηfCalculated by (13) formula：
<mrow>
<msub>
<mi>&eta;</mi>
<mi>f</mi>
</msub>
<mo>=</mo>
<mfrac>
<msub>
<mi>R</mi>
<mi>f</mi>
</msub>
<msub>
<mi>R</mi>
<mrow>
<mi>f</mi>
<mn>0</mn>
</mrow>
</msub>
</mfrac>
<mo>&times;</mo>
<mn>100</mn>
<mi>%</mi>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>13</mn>
<mo>)</mo>
</mrow>
<mo>,</mo>
</mrow>
(13) in formula：Rf--- the rupture strength measured value of same group cement slurry test specimen after preloading and repairing,
Rf0--- with the rupture strength measured value of group cement slurry test specimen when destroying completely；
E.2 compression strength response rate ηcCalculated by (14) formula：
<mrow>
<msub>
<mi>&eta;</mi>
<mi>c</mi>
</msub>
<mo>=</mo>
<mfrac>
<msub>
<mi>R</mi>
<mi>c</mi>
</msub>
<msub>
<mi>R</mi>
<mrow>
<mi>c</mi>
<mn>0</mn>
</mrow>
</msub>
</mfrac>
<mo>&times;</mo>
<mn>100</mn>
<mi>%</mi>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>14</mn>
<mo>)</mo>
</mrow>
<mo>,</mo>
</mrow>
(14) in formula：Rc--- the compressive strength determination value MPa of same group cement slurry test specimen after precompressed and reparation,
Rc0--- with the compressive strength determination value MPa of group cement slurry test specimen when destroying completely.
2. the selfreparing effect evaluation method of self-repairing cement-base material as claimed in claim 1, it is characterized in that：
During step 1, the test specimen of preparation is the prism that length × width × height is 40mm × 40mm × 160mm, test specimen in each test group
Quantity be no less than 9, the test specimen quantity of the test benchmark intensity in each test group is no less than 3, and remaining test specimen is used for setting
Put different degrees of pre- destruction；
During step 6,
A steps calculate dynamic elastic modulus E by (1) formuladWhen, μ takes 0.2, then：
<mrow>
<msub>
<mi>E</mi>
<mi>d</mi>
</msub>
<mo>=</mo>
<mfrac>
<mrow>
<mn>2</mn>
<msup>
<mrow>
<mo>(</mo>
<mn>1</mn>
<mo>+</mo>
<mi>&mu;</mi>
<mo>)</mo>
</mrow>
<mn>3</mn>
</msup>
</mrow>
<mrow>
<mn>0.87</mn>
<mo>+</mo>
<mn>1.12</mn>
<mi>&mu;</mi>
</mrow>
</mfrac>
<msubsup>
<mi>&rho;V</mi>
<mi>r</mi>
<mn>2</mn>
</msubsup>
<mo>=</mo>
<mn>3.159</mn>
<msubsup>
<mi>&rho;V</mi>
<mi>r</mi>
<mn>2</mn>
</msubsup>
<mo>-</mo>
<mo>-</mo>
<mo>-</mo>
<mrow>
<mo>(</mo>
<mn>15</mn>
<mo>)</mo>
</mrow>
<mo>;</mo>
</mrow>
Step e calculates rupture strength response rate η by (13) formulafWhen, RfAnd Rf0With the arithmetic of three test specimen rupture strength result of the tests
Average value is as measured value, when three test specimen rupture strength maximums or the difference of minimum value and median exceed the 15% of median
When, this value is rejected, then take the arithmetic mean of instantaneous value of remaining two value as measured value；When maximum and minimum value are more than median
When 15%, median is taken as measured value；
Step e calculates compression strength response rate η by (14) formulacWhen, RcAnd Rc0With the arithmetic of three test specimen compressive strength test results
Average value is as measured value, when three test specimen compression strength maximums or the difference of minimum value and median exceed the 15% of median
When, this value is rejected, then take the arithmetic mean of instantaneous value of remaining two value as measured value；When maximum and minimum value are more than median
When 15%, median is taken as measured value.
3. the selfreparing effect evaluation method of self-repairing cement-base material as claimed in claim 1 or 2, it is characterized in that：
C parts in step 6 c.1 with reparation c.2 before and after in test curve comparative analysis：
If 1) the testing of materials curve phase slope after reparation increases to 120% and the above of former slope, then it is assumed that
The phase slope significantly increases；
2) if curve descending branch extends to 120% original and the above with the growth extension trend of displacement or strain, then it is assumed that
It is obvious to increase extension trend；
If 3) area that the curve after reparation surrounds with abscissa is significantly increased to the 130% of original area and the above,
Think that area significantly increases.
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| CN107014537B (en) * | 2017-05-26 | 2020-02-14 | 深圳大学 | Device and method for testing constitutive relation of interface between capsule and base material |
| CN108256151B (en) * | 2017-12-19 | 2020-07-28 | 同济大学 | Method for evaluating self-healing effect of internal cracks of cement-based material |
| CN108344860B (en) * | 2017-12-19 | 2020-07-28 | 同济大学 | Method for representing self-healing effect of surface crack of cement-based material based on volume of healing product |
| CN108507925A (en) * | 2018-04-09 | 2018-09-07 | 中国科学院武汉岩土力学研究所 | A kind of seepage tests method |
| CN109374870B (en) * | 2018-12-27 | 2024-03-29 | 中交武汉港湾工程设计研究院有限公司 | Method and device for evaluating repairing performance of cement-based self-repairing material |
| CN110261478A (en) * | 2019-06-24 | 2019-09-20 | 济南大学 | A method of with ultrasound examination cement-based material selfreparing effect |
| CN110864975B (en) * | 2019-11-21 | 2022-01-28 | 中国石油天然气股份有限公司 | Healing and leaking stoppage performance evaluation method of self-healing gel leaking stoppage material |
| CN112268800B (en) * | 2020-10-19 | 2021-07-06 | 南京航空航天大学 | Performance test method before and after repairing simulated crack of oblique angle plate |
| CN114003993B (en) * | 2021-10-29 | 2023-05-05 | 中铁隧道局集团有限公司 | Method for evaluating repairing effect and selecting repairing scheme of tunnel fracture lining |
| CN114235605A (en) * | 2021-12-23 | 2022-03-25 | 国网甘肃省电力公司经济技术研究院 | Intelligent concrete stress analysis system |
| CN114577563A (en) * | 2022-02-11 | 2022-06-03 | 中国电建集团西北勘测设计研究院有限公司 | Self-healing concrete crack repair and inspection method |
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| DE4039418A1 (en) * | 1990-11-30 | 1992-06-04 | Univ Halle Wittenberg | Evaluating structural changes of homogeneous materials under road - applying changing forces and measuring resulting force levels and differences, esp. for biological tissue |
| JP3782037B2 (en) * | 2002-06-07 | 2006-06-07 | 株式会社フジクラ | Material strength evaluation method and material strength test apparatus |
| CN102879272B (en) * | 2012-09-29 | 2014-09-24 | 长安大学 | Method for evaluating damage self-healing capacity of asphalt mortar |
| CN103487333B (en) * | 2013-10-11 | 2015-06-17 | 东南大学 | Asphalt mixture self-healing capability evaluating method |
| CN203519474U (en) * | 2013-11-04 | 2014-04-02 | 西南石油大学 | Testing device for evaluating self-healing effect of cement matrix |
| CN103558363A (en) * | 2013-11-04 | 2014-02-05 | 西南石油大学 | Method for evaluating self-repairing performance of well cementation cement sheath |
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