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Outline of the Presentation
1. Introduction
2. Literature Review
a. Concrete Strength Assessment b. Concrete Damage Detection
3. Point Load Test
a. Basic Theory
b. Experimental Outline c. Results and Discussion
4. Stick Scanner
a. Imaging of Concrete b. Outline and Specification c. Performance and Verification
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Introduction
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Objectives
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The direct determination of the strength of concrete implies that concrete specimens must be loaded to failure and requires special specimens to be taken, shipped, and tested at laboratories. This procedure may result in the actual strength of concrete, but may cause trouble and delay in evaluating existing structures. Because of that, special techniques have been developed in which attempts were made to measure some concrete properties other than strength, and then relate them to strength, durability, or any other property.
Testing the core specimen extracted from a structure is the most reliable method for determining the concrete strength, including that at different distances from the surface. Cores usually have no standard dimensions, especially in height-to-diameter ratio which impairs the reliability of the result.
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A more direct assessment on strength can be made by core sampling and testing. Cores are usually cut by means of a rotary cutting tool with diamond bits. In this manner, a cylindrical specimen is obtained, usually with it ends being uneven, parallel and square and sometimes with embedded pieces of reinforcement. The cores are visually described and can be used for the following test such as strength and density determination, depth of carbonation, chemical analysis, water/gas permeability, petrographic analysis, and chloride permeability.
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The method of core testing is very popular. In the USA the diameter of the cores is usually 10 28cm, cores with a diameter of 10 -15cm are used in Sweden and Norway. In Japan cores are used when the maximum size of coarse aggregate is up to 50mm, but when the maximum size is 150mm or more, the coring method becomes inapplicable on a large scale, since the diameter of the cores would have to be greatly increased.
Typically cores will be 100mm in diameter, and should ideally be at least three times the maximum aggregate size ofGmaxin diameter.
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Basic Theory
By taking the circular area of the core into account, an argument can be made that Equation should be written as:
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d : Core diameter (mm)
This figure can be used as conceptual model for derivation on Equation:
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Point Load Test
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Point Load Test
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Point Load Test
Basic Theory
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Considering of IS variations with specimen size and shape lead to
introduce a reference index IS(50) which corresponds to the IS of a
diametrically loaded rock core of 50mm diameter. A new correction function which accounts for both size and shape effects by utilizing the concept of “equivalent core diameter” (De). This function (known as geometric correction factor) is given by:
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Point Load Test
Experimental Outline
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Point Load Test
Experimental Outline (cont.)
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Point Load Test
Experimental Outline (cont.)
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Experimental Outline (cont.)
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Point Load Test
Experimental Outline (cont.)
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Point Loading Test
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Experimental Outline (cont.)
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Point Load Test
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Point Load Test
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Point Load Test
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Point Load Test
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d= 50mm
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Point Load Test
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Point Load Test
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Point Load Test
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(cont.)Influence of maximum coarse aggregate size of Gmax
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Point Load Test
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Point Load Test
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(cont.)Experimental and estimation values of IS (50)
The results were satisfied
enough by showing a
value of absolute relative error less than 5%. The coefficient of correlation between them also high (R2 = 0.982) in case of
core specimen diameter, dof 35mm and maximum coarse aggregate size, Gmaxof 20mm is applied in
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Point Load Test
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(cont.)Re-calculation procedure is conducted by using a new geometric factor for correcting point load index of core drilled specimen diameter of 35mm and performing linear regression analysis to propose an estimation formula for each group. The coefficient of correlation, R2
also shows an improvement in strong relationship between point load index and compressive strength of concrete core.
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Point Load Test
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(cont.)Minimum of samplesize
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Point Load Test
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Stick Scanner
Imaging of Concrete
Visual examination is the most effective qualitative method of evaluation of structure soundness and identifying the typical distress symptoms together with the associated problems.
Simple tools and instrument like camera with flash, magnifying glass, binoculars and gauge for crack width measurement, chisel and hammer are usually needed. Occasionally, a light platform/scaffold tower can be used for access to advantage.
The periodic inspection covered the visual information data such as cracking, scaling, color change or stain, spalling, exposure, corrosion and rupture of steel reinforcement inside concrete
Experienced engineers
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Stick Scanner
Imaging of Concrete (cont.)
In-depth inspections are close-up, hands-on inspections, generally of a limited portion of a bridge, completed to identify deficiencies not readily detectable during routine inspections. An in-depth inspection frequently relies on special access equipment that provides the inspector better access to the structure than is available for a periodic inspection.
Another method for assisting the inspection like core drilled will gather an existing concrete condition, and investigate the inside defects, such as carbonation depth, chloride ion diffusion, cracking, void, and corrosion.
This inspection technology is developed by using a scanner (Stick Scanner) to capture internal concrete image from small diameter inspection borehole, whereas the measurement and analysis is confirmed by manipulating captured image in photograph stage.
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Stick Scanner
Outline
old model: SS-135
Stick Scanner
Detail of Parts
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Stick Scanner
Performance
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Stick Scanner
Performance
(cont.)The acquisition of scanning image
Image size measurement error
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Performance
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Stick Scanner
Performance
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Stick Scanner
Performance
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Performance (cont.)
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Outlook of Field Application
Project Illustration
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Outlook of Field Application
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Outlook of Field Application
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Outlook of Field Application
In-Situ Strength Estimation
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Outlook of Field Application
Inside deterioration assessment
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Outlook of Field Application
Interfacial debonding monitoring
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Outlook of Field Application
Interfacial debonding monitoring
(cont.)Reference image of initial stage
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Concluding Remarks
Results obtained can be summarized according to the objectives of the study as follows:
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Concluding Remarks
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