CN113656865A - Method for nondestructively evaluating failure probability of GFRP (glass fiber reinforced plastic) reinforced concrete member in current state - Google Patents
Method for nondestructively evaluating failure probability of GFRP (glass fiber reinforced plastic) reinforced concrete member in current state Download PDFInfo
- Publication number
- CN113656865A CN113656865A CN202110854322.2A CN202110854322A CN113656865A CN 113656865 A CN113656865 A CN 113656865A CN 202110854322 A CN202110854322 A CN 202110854322A CN 113656865 A CN113656865 A CN 113656865A
- Authority
- CN
- China
- Prior art keywords
- gfrp
- component
- service
- width
- failure probability
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000000034 method Methods 0.000 title claims abstract description 21
- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 11
- 239000011152 fibreglass Substances 0.000 title abstract description 14
- 238000012360 testing method Methods 0.000 claims abstract description 18
- 230000015556 catabolic process Effects 0.000 claims abstract description 17
- 238000006731 degradation reaction Methods 0.000 claims abstract description 17
- 238000005259 measurement Methods 0.000 claims abstract description 4
- 238000011156 evaluation Methods 0.000 claims abstract description 3
- 230000032683 aging Effects 0.000 claims description 21
- 230000014759 maintenance of location Effects 0.000 claims description 20
- 238000006243 chemical reaction Methods 0.000 claims description 11
- 230000007797 corrosion Effects 0.000 claims description 11
- 238000005260 corrosion Methods 0.000 claims description 11
- 230000007774 longterm Effects 0.000 claims description 5
- AVGYWQBCYZHHPN-CYJZLJNKSA-N cephalexin monohydrate Chemical compound O.C1([C@@H](N)C(=O)N[C@H]2[C@@H]3N(C2=O)C(=C(CS3)C)C(O)=O)=CC=CC=C1 AVGYWQBCYZHHPN-CYJZLJNKSA-N 0.000 claims description 2
- 238000013461 design Methods 0.000 claims description 2
- 208000037656 Respiratory Sounds Diseases 0.000 claims 7
- 102100040287 GTP cyclohydrolase 1 feedback regulatory protein Human genes 0.000 claims 2
- 101710185324 GTP cyclohydrolase 1 feedback regulatory protein Proteins 0.000 claims 2
- 230000015572 biosynthetic process Effects 0.000 claims 2
- 230000001066 destructive effect Effects 0.000 claims 1
- 238000001514 detection method Methods 0.000 abstract description 6
- 230000008569 process Effects 0.000 abstract description 4
- 230000008859 change Effects 0.000 description 4
- 239000004567 concrete Substances 0.000 description 4
- 230000002787 reinforcement Effects 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 3
- 238000011161 development Methods 0.000 description 3
- 230000018109 developmental process Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 238000003384 imaging method Methods 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 230000035882 stress Effects 0.000 description 3
- 230000001133 acceleration Effects 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 238000005336 cracking Methods 0.000 description 2
- 230000002378 acidificating effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000003365 glass fiber Substances 0.000 description 1
- 239000011211 glass fiber reinforced concrete Substances 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000009659 non-destructive testing Methods 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000012502 risk assessment Methods 0.000 description 1
- 239000012047 saturated solution Substances 0.000 description 1
- 239000013535 sea water Substances 0.000 description 1
- 238000002791 soaking Methods 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
Images
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2111/00—Details relating to CAD techniques
- G06F2111/08—Probabilistic or stochastic CAD
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- General Physics & Mathematics (AREA)
- Computer Hardware Design (AREA)
- Theoretical Computer Science (AREA)
- Mathematical Optimization (AREA)
- Computational Mathematics (AREA)
- Architecture (AREA)
- Mathematical Analysis (AREA)
- Structural Engineering (AREA)
- Pure & Applied Mathematics (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Testing Resistance To Weather, Investigating Materials By Mechanical Methods (AREA)
Abstract
The invention discloses a method for nondestructively evaluating failure probability of a GFRP (glass fiber reinforced plastics) bar reinforced concrete member in the current state, and belongs to the technical field of bridge structure safety. The evaluation method is mainly based on the service life of an active GFRP-RC component and the maximum crack width of a tension side of the active GFRP-RC component, and crack width critical values of the component at the failure probability of 60% and 85% are respectively obtained by introducing the obtained fracture energy parameters into a failure probability model. And finally, comparing the maximum value of the crack width obtained by measurement of the in-service component with the crack width critical values corresponding to the two failure probabilities, and judging the current safety state of the in-service GFRP-RC component. The GFRP-RC component failure probability model is obtained through a large number of fracture energy degradation rule obtaining test statistics, and the safety state of the current in-service component can be obtained in a simple, nondestructive and economic mode. The detection mode is simple, no consumable is generated in the detection process, and the economical efficiency is high.
Description
Technical Field
The invention belongs to the technical field of bridge structure safety, and particularly relates to a method for nondestructively evaluating the failure probability of a GFRP-RC component in the current state.
Background
As glass fiber reinforced composite (GFRP) bars have properties of excellent corrosion resistance, high tensile strength, light weight, low cost, etc., the development trend of glass fiber reinforced concrete (GFRP-RC) structures to partially or completely replace reinforced concrete structures to resist complex corrosive environments, such as seawater, alkaline, acidic, etc., is more and more accepted by users. But the GFRP rib has low elastic modulus which is usually 40-60 GPa and is about 1/5 of the elastic modulus of the steel bar, so that the overall rigidity of the GFRP-RC structure is lower than that of a reinforced concrete structure; therefore, the GFRP-RC structure is more prone to cracking in actual operation than a reinforced concrete structure.
It is known that the occurrence of cracks in a reinforced concrete structure causes corrosion of steel bars inside the concrete and a reduction in strength thereof, and in addition, the steel bars are corroded to swell and further cause the concrete protective layer to fall off, thereby enlarging the corrosion range. Although cracks do not cause corrosion of GFRP bars inside concrete, the occurrence of cracks can reduce the capability of a GFRP-RC structure in service to resist external loads, and as specified in Highway bridge and culvert maintenance Specification (JTG H11-2019), the maximum crack width of a load-bearing structure on the upper part of a bridge cannot exceed 0.25mm, otherwise special detection and reinforcement treatment are required. Therefore, the GFRP-RC component has certain relation between the maximum crack width of a cracking part and the failure state of the current structure in the service process.
At present, the research on the performance degradation of GFRP-RC components at home and abroad is not complete enough, a detailed method for evaluating the current safety state of the GFRP-RC components from the aspect of crack development is not found, and a method for nondestructively evaluating the failure probability of the current state of GFRP reinforcement concrete components is not provided based on the method.
Disclosure of Invention
The invention aims to evaluate the current safety state of a GFRP-RC component with cracks on the tension side of a structure in service under the condition of not damaging the GFRP-RC component, so that the current failure probability of the GFRP-RC component is judged by measuring the width of the cracks.
In order to achieve the purpose, the technical scheme is as follows: the method for nondestructively evaluating the failure probability of the current state of the GFRP reinforced concrete member comprises the following steps of:
s1, determining the service aging t (unit: day) of the current GFRP-RC component by investigating the design data.
S2, calculating the residual fracture energy retention rate ER of the corresponding GFRP-RC component in the current servicef(unit:%).
Calculating the residual fracture energy retention rate of the GFRP-RC component according to the formula:
ER＝αln(t)+β (1)
in the formula, alpha and beta are fitting parameters obtained in a GFRP-RC component fracture energy degradation rule obtaining test, and t represents the current service aging of the GFRP-RC component, and the unit is as follows: and (5) day. 3) The crack width measurement is carried out on the member to be evaluated, the tension side of which contains cracks.
S3, measuring the crack width by adopting an intelligent reading crack width measuring instrument, and in the process of measuring the crack width, comparing the width values of all sections of cracks in crack imaging to ensure that the crack imaging is clearly visible on a display screen of the crack width measuring instrument, and taking the maximum width value as the final effective crack width. The maximum crack on the tensile side of the GFRP-RC member is measured as the target, and the measured crack width is denoted as wf。
S4, calculating the crack width critical value of the GFRP-RC component under the known residual fracture energy retention rate at different failure probabilities.
According to the failure probability model, the retention rate ER of the component at the known residual fracture energy can be calculatedfThe crack width critical value at 60% and 85% failure probability is as follows:
60% failure probability: ER ═ gamma60％wc-p-60％+δ60％ (2)
85% failure probability: ER ═ gamma85％wc-p-85％+δ85％ (3)
In the formula, wc-p-60％Represents ERfCorresponding crack width threshold at 60% failure probability, and, similarly, wc-p-85％Represents ERfThe crack width thresholds, γ and δ, correspond to a failure probability of 85% and are the trial fitting parameters.
S5, evaluating the safety state of the GFRP-RC component.
Judging whether the currently-in-service GFRP-RC component is in a safe state according to a formula (4):
in the formula, wfIs the maximum crack width value of the GFRP-RC component in service.
According to the technical scheme, the service aging t of the in-service GFRP-RC component in S1 is effectively converted, and the converted equivalent service aging t isfSubstituting the residual fracture energy retention rate into the formula (1) to calculate the residual fracture energy retention rate of the GFRP-RC component;
when the service aging of the investigated GFRP-RC component is less than 50 years, the conversion formula (5) is used, and when the service aging is more than 50 years, the conversion formula (6) is used:
t is 18250(50 years):
t≥18250：
in the equation, 270 and 2880 represent critical time nodes corresponding to long-term accelerated corrosion tests conducted up to 270 days and 2880 days, corresponding approximately to 50 and 120 years, respectively, of the actual in-service GFRP-RC component.
The invention has the beneficial effects that: based on the relationship between the residual fracture energy retention rate and the service aging of the GFRP-RC component, a method for evaluating the current safety state of the GFRP-RC component by comparing the measured maximum crack width value of the in-service component with the corresponding crack width critical values at the failure probabilities of 60% and 85% is provided, and the blank that the current safety state of the structure of the GFRP-RC component is not evaluated from the crack development angle at present is filled. The invention can conveniently know whether the current structural state of the GFRP-RC component is safe or not, provides basis for judging subsequent reinforcement treatment and makes prediction preparation for the time of next evaluation; the method belongs to nondestructive testing, cannot cause any damage to the component, is simple in detection mode, can obtain the current safety state of the component by simply measuring the width of the crack in the component by using a crack width measuring instrument, and is free of consumable production and high in economical efficiency in the detection process.
Drawings
Fig. 1 is a schematic diagram of an intelligent crack width gauge.
FIG. 2 is a graphical representation of crack width value imaging.
FIG. 3 is a schematic view of a maximum width crack measurement mode.
Fig. 4 is a schematic diagram of a fracture energy degradation law acquisition test using a short-term GFRP-RC member 3.
FIG. 5 is a schematic diagram of a fracture energy degradation law acquisition test using a long-term GFRP-RC member 3.
Fig. 6 is a schematic view of the loading pattern employed in the fracture energy degradation law acquisition test of the GFRP-RC member 3.
In the figure: 1. the device comprises an adjusting nut, 2 parts of a stress application bolt, 3 parts of a GFRP-RC component, 4 parts of a spring, 5 parts of a GFRP rib, 6 parts of a crack, 7 parts of a crack width measuring instrument, 8 parts of a display screen and 9 parts of a crack width detecting head.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail with reference to the following examples. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The method for nondestructively evaluating the failure probability of the current state of the GFRP reinforced concrete member comprises the following steps of:
s1, determining the service aging t (unit: day) of the current GFRP-RC component 3 through investigation, for example: service information of 2 GFRP-RC members 3 is obtained, as shown in Table 1.
TABLE 1 basic information of Components A and B
S11, effectively converting the service aging t of the GFRP-RC component 3 in service, and performing equivalent service aging t after conversionfSubstituting into formula (1) to calculate the residual fracture energy retention rate of the GFRP-RC component 3; conversion of t to tfThe reason for this is that the GFRP-RC component 3 has different fracture energy retention rates under different service aging conditions, and the fracture energy change trend thereof is in a two-stage change rule along with the service aging conditions: the phase 1 change is characterized by fast degradation and the phase 2 change is characterized by slow and gradual degradation. In addition, since the test on which the formula (1) is calculated employs a corrosion acceleration method in the exposure method to the GFRP-RC member 3, the purpose of this method is to bring the GFRP-RC member 3 under a short-term corrosion acceleration test into a long-term actual service degradation effect. Therefore, the service aging t needs to be further converted and then is carried into the formula (1) for calculation. The mode of accelerated corrosion is that the GFRP-RC component is put in Ca (OH) with pH 132Soaking in saturated solution.
S12, when the service aging of the investigated GFRP-RC component 3 is less than 50 years, using the conversion formula (5), and when the service aging is more than 50 years, using the conversion formula (6):
t is 18250(50 years):
t≥18250：
in the formula, 270 and 2880 represent key time nodes corresponding to the long-term accelerated corrosion test carried out for 270 days and 2880 days, and respectively approximately correspond to 50 th year and 120 th year of the GFRP-RC component 3 in actual service, and the fracture energy degradation rule of the GFRP-RC component 3 obtains test results, which show that when the GFRP-RC component 3 after accelerated corrosion is in service from the initial stage to 270 days, the fracture energy degradation rule accords with the 1 st stage described in S11, namely the fracture energy degradation is fast, and the fracture energy degradation rule between 270 days and 2880 accords with the 2 nd stage described in S11, namely the fracture energy degradation tends to be flat. For the actual bridge in service, the 50 th year can be considered as the dividing point of the 1 st and 2 nd stages, so that the GFRP-RC component in service for less than 50 years is considered as the 1 st stage, and the GFRP-RC component in service for more than 50 years is considered as the 2 nd stage.
In order to ensure the accuracy of the GFRP-RC component 3 fracture energy degradation rule acquisition test, the GFRP-RC component 3 is adopted for the test to carry out the following treatment: in order to simulate the real stress form of the GFRP-RC component 3 in service, a reaction frame capable of applying different bending moments to the GFRP-RC component 3 is manufactured through tests, as shown in figures 3 and 4, in the manufactured reaction frame, the exposed length of a stress application bolt 2 can be increased through adjusting a nut 1, so that a spring 4 is further compressed to apply larger bending moment to the GFRP-RC component 3, a GFRP rib 5 is always positioned on the tension side of the GFRP-RC component 3, and a loading mode for obtaining the GFRP-RC fracture energy retention rate through tests adopts three-point loading, as shown in figure 6.
S13, calculating t of A componentfThe value was equal to 37.8 days; t of B MemberfThe value was equal to 1392 days.
S2, t of A, B MemberfBy substituting the formula (1), the current residual fracture energy retention rate ER of 2 members can be calculatedfWhere the trial fit parameter α is-13.32 and β is 141.07.
S21, calculating the residual breaking energy retention rate ER of the component AfEqual to 92.69%; residual fracture energy retention ER of B memberfEqual to 44.65%.
S3, using the intelligent crack width measuring instrument 7 shown in figure 1, placing the detecting head 9 at the crack 6, as shown in figure 3, wherein the width information of the crack 6 appears on the display screen 8 of the intelligent crack width measuring instrument 7, as shown in figure 2; the maximum values of the measured crack 6 widths of the A, B members are shown in Table 1 as 0.42mm and 0.51mm, respectively.
S4, calculating A, B crack width critical values of the component under different failure probabilities, wherein the test fitting parameter gamma is60％Is 456.8, δ60％Is-228.1; gamma ray85％Is 299.2, δ85％Is-162.7.
S41, the residual breaking energy retention rates 92.688% and 44.653% of the A, B member obtained in the S21 are introduced into the formulas (2) and (3), and crack width critical values with different failure probabilities can be obtained as shown in the table 2.
TABLE 2A, B Critical crack width values for different failure probabilities for components
S5, comparing the maximum value of the actually measured crack 6 width of the A, B component with crack width critical values corresponding to different failure probabilities:
s51, for the component A, the actually measured maximum crack width value is 0.42mm, and the value is smaller than the critical crack width 0.70mm corresponding to the 60% failure probability in the table 2, so that the component A can be judged to be in the structural safety state at present, and the cracks can be properly encapsulated.
S52, for the component B, the actually measured maximum crack width value is 0.51mm and is also less than the critical crack width 0.60mm corresponding to the 60% failure probability in the table 2, so that the component B can be judged to be in the safe state of the structure at present, and the cracks can be properly encapsulated.
If the actually measured maximum crack width value of the A, B member exceeds the crack width critical value corresponding to the failure probability of 60%, special detection should be carried out and reinforcement processing should be carried out, and if the maximum crack width value exceeds the crack width critical value corresponding to the failure probability of 85%, limitation and structural risk assessment should be carried out.
The calculation formula and the corresponding fitting parameters are obtained by obtaining and testing the fracture energy degradation rule of the GFRP-RC component 3.
The above-described embodiments of the present invention should not be construed as limiting the scope of the present invention. Any other corresponding changes and modifications made according to the technical idea of the present invention are included in the scope of protection of the claims of the present invention.
Claims (2)
1. A method for nondestructively evaluating the failure probability of the current state of a GFRP reinforced concrete member is characterized by comprising the following steps of:
s1, determining the service aging t (unit: day) of the current GFRP-RC component (3) by investigating design data:
s2, calculating the residual fracture energy retention rate ER of the corresponding GFRP-RC component (3) in the current servicef(unit:%):
calculating the residual fracture energy retention rate of the GFRP-RC component (3) according to the formula:
ER＝αln(t)+β (1)
wherein alpha and beta are fitting parameters obtained in a GFRP-RC component (3) fracture energy degradation rule obtaining test, and t represents the current service aging of the GFRP-RC component (3) and has the following units: day:
s3, measuring the width of the crack of the component to be evaluated, wherein the tension side of the component to be evaluated contains the crack:
the measurement of crackle width adopts intelligence to read crackle width measuring apparatu (7), measures crackle (6) width in-process, guarantees that the crackle formation of image is clearly visible on crackle width measuring apparatu (8) display screen, and the contrast is the width value of each section crackle (6) in the crackle formation of image to width maximum value as final effective crack width: the maximum value of the width of the crack (6) on the tensile side of the GFRP-RC component (3) is taken as a measuring target, and the measured crack width is recorded as wf：
S4, calculating crack width critical values at different failure probabilities of the GFRP-RC component (3) under the known residual fracture energy retention rate:
according to the failure probability model, the retention rate ER of the component at the known residual fracture energy can be calculatedfThe crack width critical value at 60% and 85% failure probability is as follows:
60% failure probability: ER ═ gamma60％wc-p-60％+δ60％ (2)
85% failure probability: ER ═ gamma85％wc-p-85％+δ85％ (3)
In the formula, wc-p-60％Represents ERfCorresponding crack width threshold at 60% failure probability, and, similarly, wc-p-85％Represents ERfCorresponding to crack width critical values at 85% failure probability, γ and δ are experimental value fitting parameters:
s5, evaluating the safety state of the GFRP-RC component (3):
judging whether the GFRP-RC component (3) in service currently is in a safe state or not according to a formula (4):
in the formula, wfThe maximum value of the width of the crack (6) of the GFRP-RC component (3) in service is measured.
2. The method of claim 1 for non-destructive evaluation of the failure probability of a GFRP reinforced concrete structure in its current state, wherein: the service aging t of the GFRP-RC component in service in S1 is effectively converted, and the equivalent service aging t after conversion is carried outfSubstituting the residual fracture energy retention rate into the formula (1) to calculate the residual fracture energy retention rate of the GFRP-RC component;
when the service aging of the investigated GFRP-RC component is less than 50 years, the conversion formula (5) is used, and when the service aging is more than 50 years, the conversion formula (6) is used:
t is 18250(50 years):
t≥18250：
in the equation, 270 and 2880 represent critical time nodes corresponding to long-term accelerated corrosion tests conducted up to 270 days and 2880 days, corresponding approximately to 50 and 120 years, respectively, of the actual in-service GFRP-RC component.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110854322.2A CN113656865B (en) | 2021-07-28 | 2021-07-28 | Method for nondestructive evaluation of failure probability of current state of GFRP reinforced concrete member |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110854322.2A CN113656865B (en) | 2021-07-28 | 2021-07-28 | Method for nondestructive evaluation of failure probability of current state of GFRP reinforced concrete member |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113656865A true CN113656865A (en) | 2021-11-16 |
| CN113656865B CN113656865B (en) | 2023-11-28 |
Family
ID=78490737
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110854322.2A Active CN113656865B (en) | 2021-07-28 | 2021-07-28 | Method for nondestructive evaluation of failure probability of current state of GFRP reinforced concrete member |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113656865B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115436264A (en) * | 2022-02-17 | 2022-12-06 | 武汉科技大学 | Test process and short-term and long-term mechanical property research of dry-wet cycle-external loading component |
| CN117313500A (en) * | 2023-11-30 | 2023-12-29 | 中国海洋大学 | Safety evaluation method for negative pressure penetration process of GFRP suction barrel foundation |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004332332A (en) * | 2003-05-06 | 2004-11-25 | Fujita Corp | Calculation method of shearing crack width, calculation method of maximum value of shearing crack width, calculation method of residual value of shearing crack width and structural design method |
| JP2005017157A (en) * | 2003-06-27 | 2005-01-20 | Taisei Corp | Deterioration prediction method of reinforced concrete structure |
| CN105825030A (en) * | 2016-04-01 | 2016-08-03 | 长沙理工大学 | Fatigue life assessment method for aged reinforced concrete bridge |
| CN109827855A (en) * | 2018-08-30 | 2019-05-31 | 长沙理工大学 | Seasonality corrosion couples down Reinforced Concrete Bridge life-span prediction method with fatigue |
-
2021
- 2021-07-28 CN CN202110854322.2A patent/CN113656865B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004332332A (en) * | 2003-05-06 | 2004-11-25 | Fujita Corp | Calculation method of shearing crack width, calculation method of maximum value of shearing crack width, calculation method of residual value of shearing crack width and structural design method |
| JP2005017157A (en) * | 2003-06-27 | 2005-01-20 | Taisei Corp | Deterioration prediction method of reinforced concrete structure |
| CN105825030A (en) * | 2016-04-01 | 2016-08-03 | 长沙理工大学 | Fatigue life assessment method for aged reinforced concrete bridge |
| CN109827855A (en) * | 2018-08-30 | 2019-05-31 | 长沙理工大学 | Seasonality corrosion couples down Reinforced Concrete Bridge life-span prediction method with fatigue |
Non-Patent Citations (1)
| Title |
|---|
| 陈悦;周建庭;张洪;沈培文: "服役混凝土桥梁实时疲劳状态评估", 武汉理工大学学报, vol. 36, no. 1 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115436264A (en) * | 2022-02-17 | 2022-12-06 | 武汉科技大学 | Test process and short-term and long-term mechanical property research of dry-wet cycle-external loading component |
| CN117313500A (en) * | 2023-11-30 | 2023-12-29 | 中国海洋大学 | Safety evaluation method for negative pressure penetration process of GFRP suction barrel foundation |
| CN117313500B (en) * | 2023-11-30 | 2024-01-30 | 中国海洋大学 | Safety evaluation method for negative pressure penetration process of GFRP suction barrel foundation |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113656865B (en) | 2023-11-28 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Wang et al. | Predicting the residual strength and deformability of corroded steel plate based on the corrosion morphology | |
| Yuan et al. | Effect of mean stress and ratcheting strain on the low cycle fatigue behavior of a wrought 316LN stainless steel | |
| CN113656865A (en) | Method for nondestructively evaluating failure probability of GFRP (glass fiber reinforced plastic) reinforced concrete member in current state | |
| Morshed et al. | Migratory songbirds disperse ticks across Canada, and first isolation of the Lyme disease spirochete, Borrelia burgdorferi, from the avian tick, Ixodes auritulus | |
| CN110031312B (en) | In-situ testing method for mechanical property of rusted prestressed tendon | |
| ElBatanouny et al. | Early corrosion detection in prestressed concrete girders using acoustic emission | |
| Ma et al. | Crack monitoring and damage assessment of BFRP-jacketed concrete cylinders under compression load based on acoustic emission techniques | |
| CN105043865A (en) | Testing method for concrete damage fracture performance under double-field coupling | |
| CN109522569B (en) | Concrete fatigue life prediction method and device based on Weibull equation and residual deformation | |
| Wang et al. | Real-time strain monitoring of reinforced concrete under the attacks of sulphate and chloride ions based on XCT and DIC methods | |
| CN112307608A (en) | Nonlinear fatigue damage life evaluation treatment method for austenitic stainless steel pipeline | |
| CN103399049A (en) | Concrete cracking monitoring method based on tensile sensitive effect of conductive polymer | |
| Shahid et al. | Assessment of corroded reinforced concrete beams: Cyclic load test and acoustic emission techniques | |
| Nie et al. | Time-dependent reliability analysis of corroded steel beam | |
| Joseline et al. | Initiation of stress corrosion cracking in cold-drawn prestressing steel in hardened cement mortar exposed to chlorides | |
| CN109470566A (en) | A kind of augmentor and research method for studying reinforcing bar degree of corrosion | |
| Deng et al. | Monitoring damage evolution of steel strand using acoustic emission technique and rate process theory | |
| Gao et al. | Random corrosion characteristics of high strength steel wire after 18 years of service and the numerical reconstruction method | |
| CN117852122A (en) | Method for detecting existing stress of steel strand in PC bridge structure | |
| CN209624235U (en) | A kind of augmentor for studying reinforcing bar degree of corrosion | |
| Chang et al. | Damage assessment of concrete beams repaired with basalt fiber-reinforced polymer sheets through digital image correlation and acoustic emission | |
| US8661913B2 (en) | Method of measuring stress history and composite material containing cement as main component | |
| Bu et al. | Experimental study on fracture properties of dam concrete under post‐peak cyclic loading based on DIC and acoustic emission techniques | |
| CN112613101B (en) | Method for judging normal section bending failure mode of rusted reinforced concrete beam | |
| CN109991097B (en) | Rock loading and unloading response ratio change point judging method based on damage strength |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |