JP4358728B2 - Determination of physical properties of reinforced concrete structures - Google Patents

Description

  The present invention relates to a property value determination method for structural analysis of a reinforced concrete structure in civil engineering, architecture, and the like.

  Conventionally, when conducting a structural analysis of a concrete structure such as reinforced concrete, a concrete physical property value has been determined from a core sample of the target structure by a concrete standard specification. FIG. 13 is a diagram schematically showing an outline of such a core sample. As shown in FIG. 5A, so-called core extraction is performed by extracting a portion of concrete only in a columnar shape from a reinforced concrete structure 1 such as a target column or beam, and the extracted columnar portion is a core sample 2. And Then, as shown in FIG. 5B, a test is performed in which a uniaxial compressive force as indicated by arrows is applied to the upper and lower surfaces of the columnar core sample 2.

FIG. 14 is a graph schematically showing an example of the compression test result of such a core sample. In the figure, the horizontal axis represents strain (ε) and the vertical axis represents stress (σ). In the same figure, the solid line a shows the physical property of the core sample extracted from the concrete which developed the alkali silica reaction, and the broken line b shows the physical property of the sound concrete. Alkali-silica reaction (ASR:
Alkali Silica Reaction is a kind of chemical reaction that occurs between alkali ions, hydroxyl ions and metastable silica contained in aggregates.
Alkali Aggregate Reaction) occurs most frequently.

As another concrete survey method, there is a hardened concrete survey method that can easily and accurately measure the chloride content impregnated in concrete while minimizing the impact on the concrete structure. It is disclosed in Patent Document 1.
JP 2001-255322 A

Now, as shown in FIG. 14, in the core sample extracted from the concrete which developed ASR, it is known that the concrete physical property will fall significantly compared with healthy concrete. That is, the compressive strength F _C (unit MPa) decreases as indicated by the arrow A, and the elastic modulus E _C (unit MPa) decreases as indicated by the arrow B. Note that ε _C is a compressive strain with respect to the compressive strength F _C. However, when comparing a reinforced concrete member that developed ASR with a healthy reinforced concrete member, it has been experimentally found that its load bearing capacity is hardly changed.

  FIG. 15 is a diagram schematically showing the state of a load resistance test of such a reinforced concrete member. As shown in the figure, for example, one end 3a of a beam-shaped reinforced concrete member 3 is fixedly supported and the other end 3b is moved and supported, and two points near the center are loaded as shown by arrows, and a four-point bending test is performed. FIG. 16 is a graph schematically showing an example of characteristics relating to the load bearing capacity of such a reinforced concrete member. In the figure, the horizontal axis represents displacement (δ) and the vertical axis represents load (P).

  In the figure, a solid line a indicates the characteristic obtained from the above test of the reinforced concrete member that developed ASR, and a broken line b indicates the characteristic obtained from the above test of the healthy reinforced concrete member. The alternate long and short dash line c simulates the characteristics related to the load-bearing force, assuming a reinforced concrete member using concrete having such physical properties, based on the physical property values obtained from the core sample extracted from the concrete that developed ASR. Is obtained by

  As shown in the figure, the load bearing capacity obtained from the test of the reinforced concrete member that developed ASR is almost the same as that of a sound reinforced concrete member. On the other hand, the load bearing capacity by the simulation using the physical properties of the concrete core sample that developed ASR is greatly reduced. Thus, although it turns out that the actual load bearing capacity of a reinforced concrete member hardly changes even if ASR develops, this is thought to be due to so-called chemical prestress.

  FIG. 17 is a view schematically showing a reinforced concrete member in such a chemical prestressed state. In the figure, when the concrete 3c of the reinforced concrete member 3 is expanded by ASR, a tensile stress as indicated by an arrow D is generated in the reinforcing bar 3d. On the other hand, a compressive stress as indicated by an arrow C is generated in the concrete 3c and balances with the tensile stress. This is a so-called chemical prestress state. In this case, since the concrete 3c is in a state of being constrained by the reinforcing bar 3d, the physical property value thereof does not decrease as much as that of the core sample despite the occurrence of ASR. In addition, it is thought that the value of chemical prestress changes according to the amount of reinforcement and the amount of expansion of concrete.

  As described above, when the structural analysis of a reinforced concrete structure that has developed ASR is performed using the physical property values of the core sample as in the past, the result is lower than the actual load bearing capacity. Therefore, in order to obtain the actual load bearing capacity, it is necessary to determine the physical property value of the concrete in the state of the reinforced concrete member itself and not perform the structural analysis, instead of determining the physical property value of the concrete from the core sample.

  In view of such problems, the present invention provides a method for determining a physical property value of a reinforced concrete structure that can accurately determine a physical property value used for structural analysis of a reinforced concrete structure that has developed an alkali silica reaction. For the purpose.

  In order to achieve the above object, in the present invention, a physical property ratio of a reinforced concrete member that has developed an alkali-aggregate reaction to a healthy reinforced concrete member is obtained from compression test data of the reinforced concrete member, and the obtained physical property ratio is subjected to structural analysis. A method of determining the physical property value of the reinforced concrete member that has developed an alkali-aggregate reaction in the reinforced concrete structure is performed by multiplying the physical property value of the core sample taken out from the sound portion of the target reinforced concrete structure.

  Alternatively, from a compression test result of a reinforced concrete member that has developed an alkali-aggregate reaction and its core sample, a physical property ratio of the reinforced concrete member to the core sample is obtained, and the obtained physical property ratio is subjected to structural analysis. The physical property value of the reinforced concrete member that has developed the alkali-aggregate reaction in the reinforced concrete structure is determined by multiplying the physical property value of the core sample taken from the portion that has developed the alkali-aggregate reaction.

  In addition, from the in-hole loading test result of the reinforced concrete structure to be subjected to the structural analysis, the physical property value of the reinforced concrete member that has developed an alkali-aggregate reaction is obtained, and the physical property value obtained by any one of the above two methods After the comparison, a method for determining a physical property value of the reinforced concrete member that has developed an alkali-aggregate reaction in the reinforced concrete structure is performed.

  In addition, from the non-destructive test data of the reinforced concrete structure subject to structural analysis, the physical property value of the reinforced concrete member that has developed an alkali-aggregate reaction is obtained and compared with the physical property value obtained by one of the first two methods. Then, a method for determining the physical property value of the reinforced concrete member that has developed an alkali-aggregate reaction in the reinforced concrete structure is performed.

  In addition, by comparing the member vibration test result of the reinforced concrete structure to be subjected to structural analysis with the vibration analysis, the physical property value of the reinforced concrete member that developed the alkali-aggregate reaction was obtained, and one of the above two A method of determining the physical property value of a reinforced concrete member that has developed an alkali-aggregate reaction in the reinforced concrete structure is performed after comparison with the physical property value obtained by such a method.

  Further, by comparing the microtremor measurement result and vibration analysis of the reinforced concrete structure to be subjected to the structural analysis, the physical property value of the entire reinforced concrete structure including the reinforced concrete member that has developed the alkali-aggregate reaction is obtained. After comparing with the physical property value obtained by any one of the first two methods, a method of determining the physical property value of the reinforced concrete member that has developed an alkali-aggregate reaction in the reinforced concrete structure is performed.

  In addition, from the results of the triaxial compression test of the core sample taken from the portion where the alkali-aggregate reaction of the reinforced concrete structure to be subjected to the structural analysis was obtained, the physical property value of the reinforced concrete member that developed the alkali-aggregate reaction was obtained. The method of determining the physical property value of a reinforced concrete member that has developed an alkali-aggregate reaction in the reinforced concrete structure is performed after comparison with the physical property value obtained by one of the two methods.

  In addition, from the results of static loading tests on reinforced concrete members that have developed an alkali-aggregate reaction of a reinforced concrete structure subject to structural analysis, the physical property values of the reinforced concrete members that have developed an alkali-aggregate reaction are obtained. After comparing with the physical property value obtained by any of the methods, a method of determining the physical property value of the reinforced concrete member that has developed the alkali-aggregate reaction in the reinforced concrete structure is performed.

  ADVANTAGE OF THE INVENTION According to this invention, the physical property value determination method of a reinforced concrete structure which can obtain | require the physical property value used for a structural analysis accurately about the reinforced concrete structure which developed alkali silica reaction can be provided.

  Specifically, from the compression test data of the reinforced concrete member, the physical property ratio of the reinforced concrete member that has developed an alkali-aggregate reaction to a healthy reinforced concrete member is obtained, and the obtained physical property ratio of the reinforced concrete structure subject to structural analysis is obtained. Alkali aggregate is used to directly determine the physical property values of concrete in reinforced concrete members that have developed an alkali-aggregate reaction from existing test data on reinforced concrete members by multiplying the physical property values of the core sample taken from the healthy part. The physical property value of the concrete as a member in consideration of chemical prestress can be obtained instead of the physical property value different from the actual situation obtained from the core sample of reaction onset.

  Alternatively, from a compression test result of a reinforced concrete member that has developed an alkali-aggregate reaction and its core sample, a physical property ratio of the reinforced concrete member to the core sample is obtained, and the obtained physical property ratio is subjected to structural analysis. By using a member that has developed an alkali-aggregate reaction directly without using a healthy member, by multiplying the physical property value of the core sample taken from the portion that has developed an alkali-aggregate reaction of Good physical property values are required.

  Hereinafter, embodiments of the present invention will be described with reference to the drawings.

  In a present Example, the physical property ratio of the reinforced concrete member which developed ASR with respect to a sound reinforced concrete member is calculated | required according to a reinforcing bar ratio from the existing compression test data regarding a reinforced concrete member. And the physical property value of the reinforced concrete member which developed ASR is determined by multiplying the obtained physical property ratio by the physical property value of the core sample taken from the sound portion of the reinforced concrete structure to be subjected to the structural analysis.

  FIG. 1 is a diagram schematically showing an outline of a compression test relating to a reinforced concrete member applied in Example 1. FIG. Here, as shown in FIG. 5A, a test is performed in which a uniaxial compressive force is applied as indicated by an arrow along the direction in which the reinforcing bars extend on the upper and lower surfaces of the reinforced concrete member sample 4. This is modeled as a configuration in which concrete 4a and rebar 4b are connected in parallel as a spring and are installed vertically on the floor and weighted as indicated by the arrow from above, as shown in FIG. The The data of such a compression test result is disclosed by the following literature 1-literature 3 about the sound reinforced concrete member and the reinforced concrete member which developed ASR, respectively.

Reference 1. Koyanagi et al .: “Study on expansion restraint of ASR in RC members with low rebar ratio”, Papers on cement concrete, NO.52
Reference 2. Koyanagi et al. “Mechanical behavior of RC beams and columns deteriorated by ASR”, Annual report of concrete engineering, Vol.18, NO.1, 1996
Reference 3. Yamura et al: "Study on the effect of reinforcing steel bars on damage caused by ASR", Materials, Vol.43, NO.491, pp970-975, Aug.1994.

  FIG. 2 is a graph showing the relationship between the load P and the displacement δ in a sample of a certain reinforced concrete member as an example. As shown in the figure, a simulation was performed so as to match the test results (shown by plots) disclosed in the above literature as much as possible (shown by solid lines), and the compressive strength, elastic modulus, and compressive strain of the concrete at this time were Ask. This is done for each of the healthy reinforced concrete members and the reinforced concrete members that have developed ASR. Note that the physical property values of the reinforcing bars are known.

And based on the calculated | required physical-property value, the physical-property ratio of the concrete which developed ASR with respect to sound concrete is calculated for every reinforcing bar ratio. Here, the reinforcing bar ratio is the area ratio of the cross section of the reinforcing bar to the entire cross section of the reinforced concrete member that receives the compressive force as described above. The equation for obtaining the elastic modulus ratio as one of the physical property ratios is as follows.
α = Test E _A / Test E _N
However,
α: Ratio of elastic modulus of concrete at a certain rebar ratio p
Test E _A : Elastic modulus of concrete derived from compression test results of reinforced concrete members that developed ASR at this reinforcing bar ratio p
Test E _N : It is the elastic modulus of concrete derived from the compression test result of a sound reinforced concrete member at this reinforcing bar ratio p.

  FIG. 3 is a graph showing the elastic modulus ratio α of concrete in a reinforced concrete member having a certain reinforcing bar ratio p, and plots the values calculated based on the data disclosed in the above documents. In the figure, a triangle mark indicates a value based on Document 1, a cross mark indicates a value based on Document 2, and a diamond mark indicates a value based on Document 3. From this graph, if a value in the band from the lower limit value to the upper limit value indicated by the broken line is selected, an approximate value of the elastic modulus ratio α at a certain reinforcing bar ratio p can be obtained. Similarly, the compression strength ratio and the compression strain ratio are obtained.

Next, by multiplying the physical property ratio obtained as described above by the physical property value of the core sample taken from the sound part of the reinforced concrete structure (actual machine) to be structurally analyzed, the physical property value of the concrete used for the structural analysis To decide. The equation for obtaining the elastic modulus as one of the physical property values is as follows.
Actual machine E _A = α x Actual machine E _N Core However,
Actual machine E _A : Elastic modulus of concrete in the reinforced concrete structure subject to structural analysis
Actual E _N Core: a modulus of elasticity of core samples taken from healthy portion subject to reinforced concrete structures of the structural analysis. In the same manner as described above, the compression strength and compression distortion are also obtained.

In addition, the physical property value of the concrete of the healthy part is
(Core sample value) ≒ (member value) ≒ (true value)
Is considered. This will be confirmed by a separate physical property confirmation test. As described above, the physical property values of the concrete used for the structural analysis of the target reinforced concrete structure, that is, the compressive strength F _C , the elastic coefficient E _C , and the compressive strain ε _C are determined.

  Thus, according to the present Example, since the physical property value of the concrete in the reinforced concrete member which developed ASR was calculated | required directly from the existing test data regarding a reinforced concrete member, the physical property value different from the actual condition calculated | required from the core sample which developed ASR. Instead, the physical property value of the concrete as a member considering chemical prestress can be obtained.

  In this example, a physical property confirmation test is performed on a member and a core sample of a simulated specimen of a reinforced concrete member that has developed ASR, and the physical property value of the member with respect to the core sample is obtained by comparing the obtained physical property values. . And the physical property value of the reinforced concrete member which developed ASR is determined by multiplying the obtained physical property ratio by the physical property value of the core sample taken from the portion where ASR of the reinforced concrete structure to be subjected to the structural analysis.

  Specifically, in the same manner as the method shown in FIG. 1, a compression test is performed on a reinforced concrete member that has developed ASR as a simulated specimen, and the compressive strength, elastic modulus, and compressive strain of the concrete are obtained from the data. On the other hand, in the same manner as the method shown in FIG. 13 (b) above, a compression test on a core sample of a reinforced concrete member that developed ASR as a simulated test specimen was performed, and the compressive strength, elastic modulus, and compressive strain of the concrete were determined from the data. Ask for.

And based on the calculated | required physical-property value, the physical property ratio of the concrete in the reinforced concrete member which developed ASR with respect to the core sample of the reinforced concrete member which developed ASR is calculated. The equation for obtaining the elastic modulus ratio as one of the physical property ratios is as follows.
β = Test E _A member / Test E _A core
Test E _A member: Elastic modulus of concrete derived from the compression test result of the reinforced concrete member that developed ASR Test E _A core: The elastic modulus derived from the compression test result of the core sample of the reinforced concrete member that developed ASR.

Next, the physical property ratio obtained as described above is used for structural analysis by multiplying the physical property value of the core sample taken from the part where the ASR of the reinforced concrete structure (actual machine) subject to structural analysis has occurred. Determine the physical properties of concrete to be used. The equation for obtaining the elastic modulus as one of the physical property values is as follows.
Actual machine E _A member = β x Actual machine E _A core However,
Actual E _A member: elastic modulus of concrete ASR onset portion of subject to reinforced concrete structures structural analysis
Actual E _A core: an elastic coefficient of the core samples taken from the onset portion of the ASR of the subject to reinforced concrete structures of the structural analysis. In the same manner as described above, the compression strength and compression distortion are also obtained. In this way, the physical property values of the concrete used for the structural analysis of the target reinforced concrete structure, that is, the compressive strength F _C , the elastic coefficient E _C , and the compressive strain ε _C are determined.

  Thus, according to the present embodiment, since a member that has developed ASR that is directly targeted without using a healthy member is used, an accurate physical property value is required. However, the accuracy of the physical property ratio varies depending on the number of mock specimens for which the compression test is performed. That is, as the number of compression tests is increased, the accuracy of the physical property ratio increases. In addition, higher accuracy can be obtained by matching the reinforcement ratio of the simulated specimen and the amount of expansion of the concrete during ASR to the actual machine as much as possible.

  In this example, the in-hole loading test of the reinforced concrete structure to be subjected to the structural analysis was performed, and the physical property value (elastic coefficient) of the concrete that directly developed ASR was obtained, and obtained in Example 1 and Example 2. In comparison with the value, the physical property value of the reinforced concrete member that developed ASR is determined.

  FIG. 4 is a conceptual diagram of measurement by an in-hole loading test. As shown in the figure, a boring hole 5a is provided in a gantry concrete 5 which is a reinforced concrete structure to be subjected to structural analysis, and an in-hole loading tester 6 is inserted into the hole, and hydraulic pressure generated by a hydraulic device 7 is used. Pressure is applied, and the displacement of the concrete in the hole diameter direction is measured by the measurement / control unit 8. This is repeated several times to increase the measurement accuracy. FIG. 5 is a cross-sectional view showing a state of displacement of concrete in the hole diameter direction.

The elastic modulus of concrete can be obtained by the following equation.
E = D · (1 + ν) · ΔP / ΔD
However,
D: Diameter of the hole wall ν: Poisson's ratio ΔP: Loading pressure ΔD: Displacement.

  Thus, according to the present embodiment, the reinforced concrete structure to be subjected to the structural analysis is tested to obtain the load-displacement relationship, and the physical property value (elastic coefficient) of the concrete that has developed ASR directly from the result is obtained. Therefore, the physical property value of the object itself is obtained. Then, in combination with Example 1 or Example 2, it is possible to determine an accurate physical property value. Specifically, for example, as shown in FIG. 6, the value of the elastic modulus ratio (illustrated by a black circle) based on the measurement result of this example is added to the graph of FIG. If the band up to the value is narrowed, the accuracy can be improved.

  However, the method of the present embodiment is more susceptible to local influence because the loading test area is very narrow compared to the case of using a simulated specimen.

  In this example, a non-destructive test (impact elastic wave method, ultrasonic exploration, etc.) of a reinforced concrete structure to be subjected to structural analysis is performed, and a physical property value (elastic coefficient) of the concrete that directly develops ASR is obtained. After comparing with the values obtained in Example 1 and Example 2, the physical property value of the reinforced concrete member that developed ASR is determined.

  FIG. 7 is a conceptual diagram of measurement by the shock elastic wave method (log logging method). As shown in the figure, a boring hole 5a is provided in a reinforced concrete structure 5 to be subjected to structural analysis, an acceleration sensor 9 is fixed in the hole, and an elastic wave is generated by striking, for example, a hammer 10 on the hole surface. Measure its propagation speed. In addition, a transmission method in which an acceleration sensor is attached at a position sandwiching a member cross section is measured in the vicinity of the position where the logging method is performed, and a comparison is made. In addition, 11 provided near the hole is a trigger acceleration sensor, and a charge amplifier 12 is connected to each acceleration sensor. Further, a memory recorder 13 is connected to the charge amplifier 12.

As described above, when the concrete surface is hit with a hammer or the like, an elastic wave is generated and propagates in the concrete. By measuring this speed, the kinematic elastic coefficient can be obtained by the following equation.
Vp = √ {(E / ρ) · f (ν)}
f (ν) = (1−ν) / {(1 + ν) (1-2ν)}
However,
Vp: dynamic elastic modulus E: elastic coefficient ρ: density ν: Poisson's ratio. Note that the relationship between the dynamic elastic modulus and the elastic coefficient is previously grasped from a sound concrete core sample.

  As described above, according to this example, the reinforced concrete structure to be subjected to the structural analysis is tested to obtain the elastic wave propagation velocity, and the physical property value (elastic coefficient) of the concrete that has developed ASR directly from the result is obtained. Therefore, the physical property value of the object itself is obtained. Then, in combination with Example 1 or Example 2, it is possible to determine an accurate physical property value. Specifically, for example, in the same manner as in FIG. 6, if the value of the elastic modulus ratio based on the measurement result of the present embodiment is added to the graph of FIG. 3, the band from the lower limit value to the upper limit value is narrowed. , Accuracy can be improved.

  However, the method of this embodiment is not appropriate because the elastic wave is less likely to be transmitted through the large-section member.

  In this example, a member vibration test of a reinforced concrete structure to be subjected to structural analysis is performed, and the result is compared with the vibration analysis to obtain a physical property value (elastic coefficient) of the target structure. Further, the physical property values are determined after comparing with the values obtained in Example 1 and Example 2. A specific procedure will be described later.

  According to the present embodiment, the physical property value (elastic coefficient) itself of the target member level can be obtained by grasping the vibration property of the member of the reinforced concrete structure to be subjected to the structural analysis and comparing it with the vibration analysis. it can. In combination with Example 1 or Example 2, the physical property value can be determined with high accuracy. However, since the vibration analysis is performed, the accuracy of the physical property value also changes depending on the modeling accuracy of the boundary condition.

  In this example, the microtremor measurement of the reinforced concrete structure to be subjected to the structural analysis is performed, and the physical property value (elastic coefficient) of the entire structure of the target structure is obtained by comparing the result with the vibration analysis. Furthermore, the physical property value is determined after comparing with the values obtained in Example 1 and Example 2. A specific procedure will be described later.

  According to this embodiment, the vibration properties of the entire reinforced concrete structure to be subjected to structural analysis are always grasped by microtremor measurement, and compared with the vibration analysis, the physical property value (elastic coefficient) of the target overall level itself is obtained. Can be sought. In combination with Example 1 or Example 2, the physical property value can be determined with high accuracy. However, since the vibration analysis is performed, the accuracy of the physical property value also changes depending on the modeling accuracy of the boundary condition.

  Specifically, for example, in the same manner as in FIG. 6, the value of the elastic coefficient ratio based on the estimation results of Example 5 and Example 6 is added to the graph of FIG. 3, and the band from the lower limit value to the upper limit value is added. If the width is narrowed, the accuracy can be improved.

  FIG. 8 is a flowchart showing a procedure for obtaining the physical property value of the target structure in the fifth and sixth embodiments. In the figure, the beam is an example of a member of the target structure, and the gantry is an image of the entire target structure.

  First, in step S5, the elastic modulus of the gantry concrete is set. This is set using the values used in the design, the estimated values from the core sample test, and the estimated values from the nondestructive test. Next, for simulation analysis, based on the set elastic coefficient, an initial model for the target structure is set in step S10.

  Subsequently, in Example 5, in step S15, a frequency response analysis is performed as an evaluation focusing on the member level, thereby obtaining the natural frequency of the beam and the natural vibration mode of the beam. On the other hand, as a vibration test, in step S20, an exciter test for applying vibration to the beam of the target structure is performed, thereby obtaining the natural frequency of the beam and the natural vibration mode of the beam.

  In Example 6, in step S15, eigenvalue analysis is performed as an evaluation focusing on the entire gantry, thereby obtaining the natural frequency of the gantry and the natural vibration mode of the gantry. On the other hand, as a vibration test, in step S20, an accelerometer or the like is attached to the target structure, and fine movement measurement is performed constantly, thereby obtaining the natural frequency of the gantry and the natural vibration mode of the gantry.

  In step S25, it is determined whether or not the value obtained by the simulation analysis matches the value obtained by the vibration test. If they match, the process proceeds to step S30 to obtain the estimated value of the actual elastic modulus. . If they do not match, the process proceeds to step S35, a correction model for the target structure is set for adjusting the elastic coefficient, and the process returns to step S15.

  In this example, a triaxial compression test is performed on a core sample of a reinforced concrete structure subject to structural analysis, and the physical property value of the target structure is obtained. The physical property value is determined after comparing with the value obtained in Example 2.

  FIG. 9 is a diagram schematically showing an outline of such a core sample. As shown in FIG. 2A, for example, a so-called core removal is performed by extracting a portion of only concrete having ASR from a reinforced concrete structure 1 such as a target column or beam into a columnar shape, and then extracting the columnar portion. Is core sample 2. Then, as shown in FIG. 4B, a uniaxial compressive force as indicated by an arrow E is applied to the upper and lower surfaces of the cylindrical core sample 2, and a compressive force as indicated by an arrow F is evenly applied to the side surface. In addition, as a result, a test is performed in which a compressive force of equal pressure is applied to the entire surface.

  FIG. 10 is a graph schematically showing an example of the compression test result of such a core sample. In the figure, the horizontal axis represents strain (ε) and the vertical axis represents stress (σ). The figure shows the physical properties of the core sample extracted from the concrete that developed ASR. Thus, the physical property value of the concrete that has developed ASR is directly obtained and compared with the values obtained in Example 1 and Example 2, and then the physical property value of the reinforced concrete member that has developed ASR is determined.

  According to the present example, a three-axis compression test was performed on the core sample extracted from the target structure, so that a test simulating the restraining effect of the reinforced concrete member that developed ASR can be performed. The physical property value itself of the target member can be obtained from the load-displacement relationship. In combination with Example 1 or Example 2, the physical property value can be determined with high accuracy. However, it is necessary to conduct a test that simulates the restraint state of the target structure by reinforcing bars as much as possible.

  In the present embodiment, a static loading test is performed on a member that has developed ASR of a reinforced concrete structure to be subjected to structural analysis, and a physical property value of the target structure is obtained. The physical property value is determined after comparing with the obtained value.

  FIG. 11 is a diagram schematically showing a state of a static loading test of such a reinforced concrete member. As shown in the figure, for example, both ends of a reinforced concrete member 3 that has developed ASR, which is a beam-like portion of the target structure, is supported and weighted at two locations near the center as indicated by arrows, and a four-point bending test is performed. Do. FIG. 12 is a graph schematically showing an example of a static loading test result of such a reinforced concrete member. In the figure, the horizontal axis represents strain (ε) and the vertical axis represents stress (σ).

  The figure shows the characteristics obtained from the above test of the reinforced concrete member that developed ASR. Thus, the physical property value of the concrete that has developed ASR is directly obtained and compared with the values obtained in Example 1 and Example 2, and then the physical property value of the reinforced concrete member that has developed ASR is determined.

  According to the present embodiment, since the load-displacement relationship of the member can be obtained by directly testing the member of the target structure, the physical property value can be obtained from the result. In combination with Example 1 or Example 2, the physical property value can be determined with high accuracy. However, since there is a possibility of damaging the target structure, it is necessary to perform a test within the elastic range of the member (the solid line portion in FIG. 12).

  Specifically, for example, in the same manner as in FIG. 6, the value of the elastic modulus ratio based on the test results of Example 7 and Example 8 is added to the graph of FIG. 3, and the band from the lower limit value to the upper limit value is added. If the width is narrowed, the accuracy can be improved. Here, not only the elastic modulus ratio but also the compressive strength ratio and the compressive strain ratio can be processed similarly.

  The present invention can also be applied to concrete structures other than reinforced concrete, and also to concrete that has developed an alkali aggregate reaction other than the alkali silica reaction.

The figure which shows typically the outline | summary of the compression test regarding a reinforced concrete member. The graph which shows the relationship between the load and displacement in the sample of a reinforced concrete member. The graph which shows the elastic modulus ratio of the concrete in a reinforced concrete member. The conceptual diagram of a measurement by a loading test in a hole. Sectional drawing which shows the mode of the displacement of the concrete of a hole diameter direction. The figure which added the value of the elastic modulus ratio based on the measurement result of Example 3 to FIG. The measurement conceptual diagram by the impact elastic wave method (log logging method). The flowchart which shows the procedure which calculates | requires the physical-property value of a target structure. The figure which shows the outline | summary of the core sample in an Example typically. The graph which shows typically an example of the compression test result of the core sample in an Example. The figure which shows typically the mode of the static loading test of a reinforced concrete member. The graph which shows typically an example of the static loading test result of a reinforced concrete member. The figure which shows the outline | summary of the core sample in a prior art example typically. The graph which shows typically an example of the compression test result of the core sample in a prior art example. The figure which shows typically the mode of the load bearing test of a reinforced concrete member. The graph which shows typically an example of the characteristic regarding the load bearing capacity of a reinforced concrete member. The figure which shows typically the reinforced concrete member of a chemical pre-stress state.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Reinforced concrete structure 2 Core sample 3 Reinforced concrete member 4 Member sample 5 Mounting concrete 6 In-hole loading tester 7 Hydraulic device 8 Measurement / control part 9 Acceleration sensor 10 Hammer 11 Acceleration sensor for trigger 12 Charge amplifier 13 Memory recorder

Claims (8)

  From the compression test data of the reinforced concrete member, the physical property ratio of the reinforced concrete member that developed the alkali-aggregate reaction to the sound reinforced concrete member was obtained, and the obtained physical property ratio was taken out from the healthy part of the reinforced concrete structure that is the object of structural analysis A property value determination method for a reinforced concrete structure, wherein the property value of a reinforced concrete member that has developed an alkali-aggregate reaction in the reinforced concrete structure is determined by multiplying the property value of the core sample.   The physical property ratio of the reinforced concrete member to the core sample is obtained from the compression test result of the reinforced concrete member that has developed an alkali-aggregate reaction and the core sample, and the obtained property ratio is used to determine the alkalinity of the reinforced concrete structure to be subjected to structural analysis. The physical property value of the reinforced concrete structure is characterized by determining the physical property value of the reinforced concrete member that has developed the alkali aggregate reaction in the reinforced concrete structure by multiplying the physical property value of the core sample taken from the portion that has developed the aggregate reaction. Decision method.   The physical property value of a reinforced concrete member that has developed an alkali-aggregate reaction is obtained from the in-hole loading test result of a reinforced concrete structure that is the object of structural analysis, and is compared with the physical property value obtained by the method of claim 1 or claim 2 A method of determining a physical property value of a reinforced concrete structure, comprising determining a physical property value of a reinforced concrete member that has developed an alkali-aggregate reaction in the reinforced concrete structure.   From the non-destructive test data of the reinforced concrete structure to be subjected to structural analysis, the physical property value of the reinforced concrete member that has developed an alkali-aggregate reaction is obtained and compared with the physical property value obtained by the method of claim 1 or claim 2. A method for determining a physical property value of a reinforced concrete structure, comprising determining a physical property value of a reinforced concrete member that has developed an alkali-aggregate reaction in the reinforced concrete structure.   The physical property value of the reinforced concrete member that has developed an alkali-aggregate reaction is obtained by comparing the member vibration test result of the reinforced concrete structure to be subjected to the structural analysis with the vibration analysis. A method for determining a physical property value of a reinforced concrete structure, wherein the physical property value of a reinforced concrete member that has developed an alkali-aggregate reaction in the reinforced concrete structure is determined in comparison with the physical property value obtained by the above.   The physical property value of the whole reinforced concrete structure including the reinforced concrete member that has developed an alkali-aggregate reaction is obtained by comparing the microtremor measurement result of the reinforced concrete structure to be subjected to the structural analysis with the vibration analysis, and further, claim 1 Or the physical property value determination method of the reinforced concrete structure characterized by determining the physical property value of the reinforced concrete member which developed the alkali-aggregate reaction in the said reinforced concrete structure after contrasting with the physical property value calculated | required by the method of Claim 2. .   A physical property value of a reinforced concrete member that has developed an alkali-aggregate reaction is obtained from a triaxial compression test result of a core sample taken from a portion that has developed an alkali-aggregate reaction of a reinforced concrete structure to be subjected to structural analysis. A method for determining a physical property value of a reinforced concrete structure, wherein the physical property value of a reinforced concrete member that has developed an alkali-aggregate reaction in the reinforced concrete structure is determined in comparison with the physical property value obtained by the method of claim 2.   The physical property value of a reinforced concrete member that has developed an alkali-aggregate reaction is obtained from a static loading test result on a reinforced concrete member that has developed an alkali-aggregate reaction of a reinforced concrete structure that is subject to structural analysis. A method for determining a physical property value of a reinforced concrete structure, wherein the physical property value of a reinforced concrete member that has developed an alkali-aggregate reaction in the reinforced concrete structure is determined in comparison with the physical property value obtained by the method.

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