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Journal articles on the topic 'Rebound hammer'

Author: Grafiati
Published: 4 June 2021
Last updated: 7 July 2024

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1

Borosnyói, Adorján. "NDT ASSESSMENT OF EXISTING CONCRETE STRUCTURES: SPATIAL ANALYSIS OF REBOUND HAMMER RESULTS RECORDED IN-SITU." Engineering Structures and Technologies 7, no. 1 (December 15, 2015): 1–12. http://dx.doi.org/10.3846/2029882x.2015.1085331.

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A comparative spatial analysis of surface hardness of structural concrete is introduced. Main objective of the paper is to make a repeatability comparison of three types of the still most popular non-destructive testing devices for concrete: L-type original Schmidt rebound hammer, N-type original Schmidt rebound hammer and N-type Silver Schmidt rebound hammer. Results indicate that the surface hardness measurement uncertainty is related to the weight of the hammer mass and is apparently not related to the impact energy of the rebound hammer devices. It is observed that the measure of surface hardness for the Silver Schmidt rebound hammer (Q-value) does not have positive correlation to the original rebound index (R). Results indicate the best performance of the N-type original Schmidt rebound hammer in terms of stability and normality of data. Geostatistical analysis of the measured data (in terms of empirical semivariograms) highlights different statistical behaviour for the mechanical recording rebound hammers and for the electro-optical recording rebound hammer.
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2

AKBAY, Deniz, and Gökhan EKİNCİOĞLU. "SUGGESTING CONVERSION FACTOR COEFFICIENTS for ESTIMATING DIFFERENT TYPES of SCHMIDT HAMMER REBOUND HARDNESS VALUES." Mühendislik Bilimleri ve Tasarım Dergisi 11, no. 2 (June 28, 2023): 719–28. http://dx.doi.org/10.21923/jesd.1177233.

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Mechanical properties of rocks such as uniaxial compressive strength, tensile strength, shear strength are the properties that determine their behavior under load. These properties of rocks are often determined by difficult, complex, time-consuming and expensive test methods. Therefore, instead of determining these properties directly, these properties can be estimated indirectly by using relatively inexpensive, fast and easily applicable methods. The surface hardness parameter of Schmidt hammer rebound hardness is fast, inexpensive, and easy to apply to determine the hardness of rocks and concrete. It is also used to indirectly determine the mechanical properties of rocks. It is seen that two different types of hammers (N-type and L-type) with different impact energies are commonly used in the literature. In this study the correlations between the surface hardness of different rocks obtained using N-type and L-type Schmidt hammers were analyzed. For this purpose, data were compiled from studies in the literature, which included both N-type and L-type Schmidt hammer rebound hardness of different rock types, and the collected data were analyzed statistically. Coefficients have been proposed for the conversion of N-type and L-type Schmidt hammer rebound hardness to each other.
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3

Wang, Yu Ren, Dai Lun Chiang, and Yi Jao Chen. "Adapting ANFIS to Improve Field Rebound Hammer Test for Concrete Compressive Strength Estimation." Materials Science Forum 975 (January 2020): 191–96. http://dx.doi.org/10.4028/www.scientific.net/msf.975.191.

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Rebound hammer tests are one of the most popular non-destructive testing methods to examine the concrete compressive strength in the field. Rebound hammer tests are relatively easy to conduct and low cost. More importantly, it will not cause damage to the existing structure and can obtain the results in a short time. However, concrete compressive strength estimations provided by rebound hammer tests have an average of around 20% mean absolute percentage error (MAPE) when comparing to the results from destructive tests. This research proposes an alternative approach to estimate the concrete compressive strengths using the rebound hammer test data. The alternative approach is to adopt the Artificial Neural Fuzzy Inference Systems, ANFIS, to develop an AI-based prediction model for the rebound hammer tests. A total of 100 rebound hammer tests are conducted in a 24-story residential building. Core samples are carefully taken to obtain the actual compressive tests. The data collected are used to train and validate the ANFIS prediction model. The results show that the proposed ANFIS model has successfully reduced the MAPE to 10.01%.
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4

Chen, Jinming, Qiang Jin, Baoli Dong, and Cun Dong. "Research on the Rebound Hammer Testing of High-Strength Concrete’s Compressive Strength in the Xinjiang Region." Buildings 13, no. 12 (November 21, 2023): 2905. http://dx.doi.org/10.3390/buildings13122905.

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Enhancing the assessment of compressive strength and the efficiency of rebound hammers in non-destructive testing for high-strength concrete is an urgent issue in construction engineering. This study involved C50 to C90 high-strength concrete specimens, utilizing rebound hammers with nominal energies of 4.5 J and 5.5 J, along with a compression machine. A regression analysis was performed on the compressive strength and rebound values, resulting in linear, polynomial, power, exponential, and logarithmic equations for two different types of rebound hammers. Additionally, the precision of rebound hammers with different nominal energies and the representativeness of various rebound representative values in the measurement area were investigated. The experimental results indicate that the precision of the regionally representative strength curve in Xinjiang meets national specifications. The 4.5 J nominal energy rebound hammer exhibited a higher testing accuracy. When reducing the high-strength concrete measurement area’s rebound representative values from 16 to 14, 12, and 10, the coefficients of variation for the different rebound representative values were mostly below 10%. Within high-strength concrete structures, the strength curve formula derived from rebound representative value 16 is equally applicable to 14, 12, and 10. In practical engineering applications, prioritizing 10 ensures testing accuracy while reducing on-site testing efforts. The outcomes of this experiment establish a foundation for the development and promotion of rebound method-testing technology for high-strength concrete in Xinjiang.
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5

Abbas, Naeem, Javed Akhter Qureshi, Zahid Mir, and Asghar Khan. "18 c Correlation of Schmidt Hammer Rebound Numbers with Ultrasonic Pulse Velocity and Slake Durability Index of Dolomitic Limestone of Khyber, North Pakistan." International Journal of Economic and Environmental Geology 13, no. 1 (August 28, 2021): 18–22. http://dx.doi.org/10.46660/ijeeg.v13i1.13.

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The ultrasonic pulse velocity and slake durability index are the indirect techniques used widely for rock strength determination. Various experimental studies like slake durability apparatus, ultrasonic pulse velocity and Schmidt hammer have been conducted on dolomitic limestone. The correlation of Schmidt hammer rebound number has been developed with these properties. The uniaxial compressive strength has been determined using the correlated rebound number. Statistical analyses were conducted and the most suitable models were recommended. The linear model was suited in correlation of Schmidt hammer and durability while exponential model appeared best fit with pulse velocity. Most of the tested samples show pulse velocity in the range of 1800-3800m/s. The mean value of pulse velocity was 2751 m/s while the rebound hammer value was 45. Using the correlations from literature the compressive strength calculated by rebound hammer and pulse velocity was 146MPa and 66MPa respectively.
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6

Hidayat, Irpan, Audry Farrel Shang Rahardhani, and Gabriellela Aprilyanthi Suhardjo. "Utilizing hammer tests and ultrasonic pulse velocity to ascertain the compressive strength of concrete." IOP Conference Series: Earth and Environmental Science 1324, no. 1 (April 1, 2024): 012006. http://dx.doi.org/10.1088/1755-1315/1324/1/012006.

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Abstract This study aimed to estimate the compressive strength of concrete in an existing building using non-destructive testing methods, specifically the hammer test and ultrasonic pulse velocity. The hammer test employed two types of tools, type N, which reads the rebound number (R), and another type that reads the rebound coefficient (Q) value. In the study, 40 column samples were tested, revealing concrete quality measurements of 30.5 MPa and 27.8 MPa obtained from hammer test type N and rebound coefficient (Q), respectively. Meanwhile, the ultrasonic pulse velocity reading was 3288 m/s. The data from the hammer test type N and rebound coefficient (Q) were correlated with the velocity of an ultrasonic pulse velocity, resulting in a linear regression formula of f’c = 0.0137x - 17.12 and f’c = 0.0099x - 2.1973, respectively. The coefficient of determination (R2) of hammer test type N and velocity of an ultrasonic pulse velocity was 0.64, while the coefficient of determination (R2) of hammer test Q value and velocity of an ultrasonic pulse velocity was 0.70. The research predicted that the model for determining the quality of concrete by correlating the hammer test Q value with the velocity of an ultrasonic pulse velocity was better than using hammer test type N.
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7

Jarushi, Fauzi, Paul J. Cosentino, and Edward H. Kalajian. "Prediction of High Pile Rebound with Fines Content and Uncorrected Blow Counts from Standard Penetration Test." Transportation Research Record: Journal of the Transportation Research Board 2363, no. 1 (January 2013): 47–55. http://dx.doi.org/10.3141/2363-06.

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High-displacement piles have rebounded significantly while undergoing an extremely small permanent set per hammer blow in certain soils. This phenomenon, called high pile rebound (HPR), has occurred in many areas of North America. The Florida Department of Transportation identified HPR at six sites in Florida during the process of driving square, precast, prestressed concrete piles into saturated, fine silty-to-clayey sand and sandy-clay soils. Data on pile driving analyzer deflection versus time were used to develop strong correlations between fines content, uncorrected standard penetration test blow counts (NSPT), pile displacements, and rebound. The correlations developed in this study allow the geotechnical engineer to predict whether HPR will occur at a proposed site at which high-displacement piles are planned for driving by a single-acting diesel hammer. A design equation relating pile rebound to NSPT and fines content was developed. The correlations showed that permanent set and rebound were a direct function of NSPT and fines content of the soil at the pile tip. The design equation provides a methodology that allows prediction of HPR during the design phase.
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8

Deng, Peng, Yan Sun, Yan Liu, and Xiaoxiao Song. "Revised Rebound Hammer and Pull-Out Test Strength Curves for Fiber-Reinforced Concrete." Advances in Civil Engineering 2020 (February 24, 2020): 1–12. http://dx.doi.org/10.1155/2020/8263745.

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Rebound hammer tests and postinstalled pull-out tests are commonly used for evaluating the compressive strength of ordinary concrete, and the strength of concrete is estimated by strength curves. However, using these strength curves to predict the compressive strength of carbon fiber-reinforced concrete (CFRC), polypropylene fiber-reinforced concrete (PFRC), and carbon-polypropylene hybrid fiber-reinforced concrete (HFRC) may lead to considerable uncertainties. Therefore, this study revises the strength curves derived from rebound hammer tests and postinstalled pull-out tests for ordinary concrete. 480 specimens of fiber-reinforced concrete (FRC) of six strength grades are examined. Standard cube compressive strength tests are used as a reference, and the results of various regression models are compared. The linear model is determined as the most accurate model for postinstalled pull-out tests, whereas the power model is the most accurate for rebound hammer tests. The proposed strength curves have important applications for FRC engineering of the postinstalled pull-out tests and rebound hammer tests.
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9

Brožovský, Jiří. "Influence of Moisture and Temperature of Calcium Silicate Bricks on Results of Measurements with Rebound Hammer." Advanced Materials Research 1000 (August 2014): 352–55. http://dx.doi.org/10.4028/www.scientific.net/amr.1000.352.

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Testing with rebound hammers is influenced by various factors, like composition and components of tested material, treatment of tested surface, moisture content of tested material, temperature of material and environment. Influence of these factors on measurement results during testing concrete is described in technical literature and standards. Calcium silicate body can be characterized as non-cement based fine grained concrete, however, with considerably higher water absorbing capacity compared to standard concrete: ca 12-14% (fine aggregate bonded by hydration products of lime). To use rebound hammers for testing calcium silicate bricks, influence of selected factors on measurement results was tested. It was proved, that content of moisture and temperature of calcium silicate brick has influence on results of measurements with rebound hammer, and therefore it is necessary to take into account these influences.
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10

Fotev, Dimitar, and Roumyana Angelova. "Correlation relationships between mechanical parameters of Bulgarian crushed-rock aggregates utilized in railway construction." Geologica Balcanica 46, no. 2 (November 2017): 17–21. http://dx.doi.org/10.52321/geolbalc.46.2.17.

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Crushed-rock aggregates from 11 railway ballast-producing quarries in Bulgaria have been investigated. The test materials consist of igneous and sedimentary rocks of different ages: basaltic andesite, trachyte, diabase, andesitic tuff, quartz-cemented sandstone, dolomite and five varieties of limestone. The standard laboratory tests (Los Angeles, micro-Deval and point load) and in-situ test (Schmidt hammer) were carried out for determination of the following mechanical properties of aggregates: resistance to fragmentation; wear resistance; strength; and rock hardness. Results show that Los Angeles coefficient (LA) values range from 11.9% to 28.4%. The micro-Deval coefficient (MDE) varies between 3.7% and 22.4%. The point load strength index (IS(50)) is between 4.0 MPa and 8.8 MPa. The Schmidt hammer rebound value (SHV) ranges from 34.4 to 60.2. The possibility of predicting the Los Angeles and micro-Deval coefficients from the Schmidt hammer rebound value and the point load strength index was studied. Regression analysis shows a strong correlation between Los Angeles coefficient and point load strength index (coefficient of determination R2=0.93), a good correlation between the Los Angeles coefficient and the Schmidt hammer rebound value (R2=0.62) and moderate correlation between the micro-Deval coefficient and the Schmidt hammer rebound value (R2=0.51).
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11

Mengistu, Girum Mindaye, Zoltán Gyurkó, and Rita Nemes. "The Influence of the Rebound Hammer Test Location on the Estimation of Compressive Strength of a Historical Solid Clay Brick." Solids 4, no. 1 (February 16, 2023): 71–86. http://dx.doi.org/10.3390/solids4010005.

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This paper presents the study of a two-hundred-year-old, demolded solid clay brick using the rebound hammer test for the estimation of the compressive strength. During the test, the location and face type influence on the rebound values are monitored and recorded. In addition, the calculation of the average rebound value has been modified to encounter the influence of location and face types. Furthermore, the estimated compressive strength is compared with the normalized mean compressive strength to check the accuracy of the rebound hammer test if it is within the confidential limit of ±25%. The result shows that the location and surface types have influence on the rebound value, which in turn affected the compressive strength.
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12

Onyeka, Festus Chukwudi. "A Comparative Analysis of the Rebound Hammer and Pullout as Non-Destructive Method in Testing Concrete." European Journal of Engineering Research and Science 5, no. 5 (May 12, 2020): 554–58. http://dx.doi.org/10.24018/ejers.2020.5.5.1903.

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A comparative analysis between Rebound Hammer and Pullout method in testing concrete was conducted in this study. Experimental analysis were carried out to compare the correctness between the two testing method in estimating the strength of concrete. Different cube (cubes of 175 x 175 x 175) samples were prepared using two mix designs of 1:2:4 and 1:3:6 with a constant w/c ratio of 0.45 and were tested at 7, 14, 21 and 28 days. The rebound hammer readings had a correlation coefficient of 0.695 while the pullout had a correlation coefficient of 0.725 for the 1:2:4 mix and the rebound hammer readings for 1:3:6 was 0.724 and that for the pullout was 0.675. From the results obtained, it is observed that the non-destructive testing methods were correlated with the compressive strength results which showed that a higher correlation existed between the Rebound Hammer and the compressive strength than the Pullout. Statistical analysis of the results obtained showed that there was no significant difference between the means of the two methods for both mix at a 0.05 level of significance. However, Rebound hammer method can be recommended as it provides a quicker, less-expensive means of checking the uniformity of concrete even though it shows less sensitivity as concrete matures, unlike the Pullout test in which measuring strength is affected by the arrangement of the embedded insert, the dimensions of bearing ring, the depth of embedment, the concrete age and the type of aggregates uses in concrete.
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13

Onyeka, Festus Chukwudi. "Comparative Analysis of the Rebound Hammer and Pullout as Non-Destructive Method in Testing Concrete." European Journal of Engineering and Technology Research 5, no. 5 (May 12, 2020): 554–58. http://dx.doi.org/10.24018/ejeng.2020.5.5.1903.

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A comparative analysis between Rebound Hammer and Pullout method in testing concrete was conducted in this study. Experimental analysis were carried out to compare the correctness between the two testing method in estimating the strength of concrete. Different cube (cubes of 175 x 175 x 175) samples were prepared using two mix designs of 1:2:4 and 1:3:6 with a constant w/c ratio of 0.45 and were tested at 7, 14, 21 and 28 days. The rebound hammer readings had a correlation coefficient of 0.695 while the pullout had a correlation coefficient of 0.725 for the 1:2:4 mix and the rebound hammer readings for 1:3:6 was 0.724 and that for the pullout was 0.675. From the results obtained, it is observed that the non-destructive testing methods were correlated with the compressive strength results which showed that a higher correlation existed between the Rebound Hammer and the compressive strength than the Pullout. Statistical analysis of the results obtained showed that there was no significant difference between the means of the two methods for both mix at a 0.05 level of significance. However, Rebound hammer method can be recommended as it provides a quicker, less-expensive means of checking the uniformity of concrete even though it shows less sensitivity as concrete matures, unlike the Pullout test in which measuring strength is affected by the arrangement of the embedded insert, the dimensions of bearing ring, the depth of embedment, the concrete age and the type of aggregates uses in concrete.
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14

Brožovský, Jiří. "Influence of Moisture of Light-Weight Concrete Containing Lightweight Expanded Clay Aggregate on Test Results Obtained by Means of Impact Hammer." Advanced Materials Research 753-755 (August 2013): 663–67. http://dx.doi.org/10.4028/www.scientific.net/amr.753-755.663.

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Properties of light-weight concrete congaing lightweight expanded clay aggregate differ from the ones of normal-weight concrete containing natural normal-weight aggregate. Particularly, when compared with natural normal-weight aggregate, these differences are due to lightweight aggregate being characterized by significantly lower strength and bulk weight as well as higher absorptivity. Properties of expanded clay lightweight aggregate influence the ones of light-weight concrete, too. Parameters obtained by means of Schmidt impact hammer non-destructive testing are influenced by series of factors, among others also concrete moisture. Moisture of light-weight concrete containing lightweight aggregate influences rebound number of Schmidt impact hammer. As to Schmidt impact hammer type N (2.25 Nm impact energy), rebound number on dry concrete exceeds the one on waterlogged concrete by 21 %. Correction coefficients for rebound number correction were defined taking into account moisture of light-weight concrete under testing.
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15

Wang, Yu Ren, Wen Ten Kuo, Shian Shien Lu, Yi Fan Shih, and Shih Shian Wei. "Applying Support Vector Machines in Rebound Hammer Test." Advanced Materials Research 853 (December 2013): 600–604. http://dx.doi.org/10.4028/www.scientific.net/amr.853.600.

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There are several nondestructive testing techniques available to test the compressive strength of the concrete and the Rebound Hammer Test is among one of the fast and economical methods. Nevertheless, it is found that the prediction results from Rebound Hammer Test are not satisfying (over 20% mean absolute percentage error). In view of this, this research intends to develop a concrete compressive strength prediction model for the SilverSchmidt test hammer, using data collected from 838 lab tests. The Q-values yield from the concrete test hammer SilverSchmidt is set as the input variable and the concrete compressive strength is set as the output variable for the prediction model. For the non-linear relationships, artificial intelligence technique, Support Vector Machines (SVMs), are adopted to develop the prediction models. The results show that the mean absolute percentage errors for SVMs prediction model, 6.76%, improves a lot when comparing to SilverSchmidt predictions. It is recommended that the artificial intelligence prediction models can be applied in the SilverSchmidt tests to improve the prediction accuracy.
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16

Tichý, Jan, Pavel Kasal, Václav Lorenc, Petr Cikrle, and Dalibor Kocáb. "Measurement of Early-Age Strength of Concrete." Solid State Phenomena 309 (August 2020): 98–102. http://dx.doi.org/10.4028/www.scientific.net/ssp.309.98.

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Construction company Skanska a.s. is active in the field of reinforcement structures. Skanska finds measuring of early-age compressive strength very important because of removing of the formwork. This paper deals with three nondestructive methods for estimating compressive strength. Skanska started a collaboration with institute of building testing FAST VUT at the beginning of the year. Collaboration was focused on measuring of early-age strength of concrete with rebound hammer SilverSchmidt PC L. The paper includes the equation for calculation of compressive strength of C 30/37 XC4 from the rebound coefficient. Evaluation was done using results from rebound hammer and press value of crushed cubes. Calculated equation was compared with equation provided by producer of the hammer. This paper also deals with Concremote monitoring system, which is used for estimating early age compressive strength in the structure. This system, offered by company Doka, is based on maturity method. This paper shortly presents experiences with use of Concremote on site BD Hornomecholupska.
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17

Buller, A. H., Nadiah Md Husain, I. Ali, S. Sohu, B. A. Memon, and Irum Naz Sodhar. "Strength (Compressive) of Concrete Made by Recyclable Concrete Aggregates after Six Hour Fire by Nondestructive Testing." Journal of Applied Engineering Sciences 13, no. 1 (April 1, 2023): 57–64. http://dx.doi.org/10.2478/jaes-2023-0008.

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Abstract Quality of concrete is mainly measured by evaluating its strength. Destructive testing of concrete specimens is used for the purpose. An alternative to it is the non-destructive testing. This research work presents non-destructive testing of concrete cylinders made by using partial replacement of natural coarse aggregates with old concrete as coarse aggregates and exposed to 6-hour fire at 1000ºC. Rebound hammer is used in this work to evaluate concrete strength. 240 concrete cylinders are cast using 1:2:4 mix and 0.54 water cement ratio. After 28-days curing half of the cylinders are exposed to fire in purpose made oven. Remaining 50% aggregates are used as control specimen to compare the results. After rebound hammer testing, all the cylinders are tested for compressive strength using universal testing machine. Comparison of the results shows the reliability of non-destructive testing and effectiveness of the rebound hammer technique as the difference between NDT and UTM results is maximum up to 4.7%.
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18

Brožovský, Jiří. "Implementation of Non-Destructive Impact Hammer Testing Methods in Determination of Brick Strength." Applied Mechanics and Materials 174-177 (May 2012): 280–85. http://dx.doi.org/10.4028/www.scientific.net/amm.174-177.280.

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In the building industry, non-destructive testing methods are mostly used to determine parameters of concrete structures and concrete of its own; as to other materials, these methods serve semi-occasionally and, as a rule, testing procedures and evaluation are not codified in technical standards. One of non-destructive testing field of applications is testing of piece bricks. This paper deals with findings concerning non-destructive testing of clay solid bricks, honeycomb bricks and lime sand bricks by means of Schmidt Impact Hammers types LB/L. Described here are testing method, procedures of test finding evaluation as well as calibration correlations between impact hammer rebound number and compression strength or flexural strength (lime sand bricks only). Evaluated calibration correlations between impact hammer rebound number and brick strength feature close correlation; its coefficient varies between 0.95 and 0.98, therefore these values are usable in practice. When testing honeycomb bricks varying in hole arrangement and wall thickness, it is necessary to take both these factors into account through specification of calibration correlation of non-destructive/destructive tests of limited number of bricks.
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19

Najm, Hadee Mohammed, Ominda Nanayakkara, and Mohanad Muayad Sabri Sabri. "Destructive and Non-Destructive Evaluation of Fibre-Reinforced Concrete: A Comprehensive Study of Mechanical Properties." Materials 15, no. 13 (June 23, 2022): 4432. http://dx.doi.org/10.3390/ma15134432.

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Ultrasonic pulse velocity (UPV) and rebound hammer tests are accepted as alternatives to destructive testing to determine the compressive strength, dynamic modulus of elasticity, and Poisson’s ratio, which are needed for structural design. Although much work has been conducted for plain concrete, the research data for fibre-reinforced concrete (FRC) is insufficient. In this regard, this study explains the correlations between compressive strength, rebound hammer, and UPV tests for plain concrete and FRC contains 0.25%, 0.50%, and 1.00% of 30 mm and 50 mm long steel fibres. A total of 78 concrete cube and beam specimens were tested by direct, semi-direct, and indirect UPV and rebound hammer test methods. The study found that the rebound hammer test is more suitable for measuring the compressive strength of matured FRC than young concrete. The UPV test revealed that the volume fraction does not, but the length of steel fibres does affect the UPV results by the direct test method. The UPV direct method has the highest velocity, approximately two times the indirect velocity in FRC. UPV measurements can be effectively used to determine the dynamic modulus of elasticity and Poisson’s ratio of FRC. The dynamic elastic modulus increases while the Poisson’s ratio decreases for the same steel fibre length when at increasing FRC fibre content. The results of this study will be significant for non-destructive evaluations of FRC, while additional recommendations for future studies are presented at the end of the paper.
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20

Awachat, Prashant, Vinayak Dakre, Pranav Charkha, and Siva Reddy Vundela. "Robust Analysis of Various Measurement Uncertainty Parameters in Rebound Hammer Test." Indian Journal Of Science And Technology 16, no. 32 (August 29, 2023): 2560–67. http://dx.doi.org/10.17485/ijst/v16i32.1689.

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21

Mishra, Anjay Kumar. "Analysis of the Variation in Different Nondestructive Testing and Standards." Journal of Advanced Research in Civil and Environmental Engineering 9, no. 1&2 (May 11, 2022): 1–11. http://dx.doi.org/10.24321/2393.8307.202201.

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Non Destructive Testing (NDT) methods are used to review or measure the materials or designs without annihilating their surface, item uprightness and future handiness. The overall objective of the research is to assess the strength of concrete in existing structures using Nondestructive Tests at Kachankawal Rural Municipality, Jhapa District of Nepal.Rebound hammer test and ultrasonic pulse velocity tests were used for determining the compressive strength of concrete. The existing Reinforced Concrete Cement culverts were used for 9 existing structures. Average rebound number were taken and calculated from each sample. From the average rebound number were taken to determine the grade of concrete along with corresponding compressive strength. Similarly, the Ultrasonic Pulse Velocity tests were done on same existing structures and path length and time were noted for assessing the corresponding compressive strength and the quality of concrete. Triangulation among rebound hammer test, ultrasonic pulse velocity test and proposed initial grading were validated using chi square test. Relation between compressive strength with rebound hammer and ultrasonic pulse velocity were analyzed using linear regression model. Chi square confirms variation in compressive strength between calculated compressive strength and standard compressive strength. The relation of compressive strength (y) at R² = 1 with rebound number (x) and ultrasonic pulse velocity (x) could be expressed as y = 0.9306x - 2.7233 and y = 2.904 x + 10.119 respectively. The study is a guiding tool for concern authority and professionals to make effective decision regarding further structural development and budget allocation of the existing structures.
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22

Praveen Mathur and Archana Bohra Gupta. "Evaluating Residual Strength of RCC Tanks Affected by ASR Using NDT Methods." International Research Journal on Advanced Engineering Hub (IRJAEH) 2, no. 05 (May 23, 2024): 1355–60. http://dx.doi.org/10.47392/irjaeh.2024.0187.

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This case study focuses on the groundwater level tanks (GLR) located in Netra Village, 35 km from Jodhpur, on Nagour Road. The investigation revealed that people and livestock in the area were grappling with water scarcity issues. Non-Destructive Testing (NDT) methods were employed to assess the residual strength of three tanks in the region. The results showed that Tank-1 had a residual strength of 35.41%, Tank-2 had 63.08%, and Tank-3 had 53.8%. Alkali-silica reaction (ASR) poses a significant threat to the structural integrity of concrete tanks, necessitating accurate and non-destructive methods for residual strength assessment. This research paper delves into the effectiveness of NDT methods, specifically rebound hammer and Ultrasonic Pulse Velocity (UPV), in evaluating the residual strength of ASR-affected tanks. Through an extensive review of literature, case studies, and experimental data, this study aims to shed light on the practical application of rebound hammer and UPV for ASR assessment in tank structures. The paper discusses the principles, advantages, and limitations of each NDT method, emphasizing their ability to detect ASR-induced damage and predict the remaining structural capacity of tanks. Moreover, the research addresses the challenges associated with implementing rebound hammer and UPV techniques in ASR-affected environments, offering recommendations for enhancing their reliability and accuracy. By harnessing the combined capabilities of rebound hammer and UPV, engineers and asset managers can make well-informed decisions regarding the maintenance, repair, and retrofitting of ASR-affected tanks, ensuring their long-term safety and functionality in critical infrastructure applications.
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23

Cecilia Angeles Geronimo, Radger Teddy Lee Manuel, and Merricris Uson Pangilinan. "Monitoring of structural health and safety of Flores hall and Valencia hall: Inputs for repair, renovation, and retrofitting phase II." Global Journal of Engineering and Technology Advances 15, no. 2 (May 30, 2023): 073–90. http://dx.doi.org/10.30574/gjeta.2023.15.2.0088.

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The evaluation of structures is imperative as these structures age and exposed to different external and internal stresses and resistances. The strength of any structure inclusive of its structural components, can be determined from its health and safety. This study aimed to evaluate the structural health and safety of Flores Hall and Valencia Hall through the use of Non-Destructive Test specifically the Rebound Hammer Test and consequently propose Preventive Maintenance Management Plan. The researchers conducted non-destructive Rebound Hammer test to the structural components such as beams, bleachers, columns, and slabs of the two Halls. The results of the Rebound Hammer test were automatically produced, tabulated, and analyzed. For Flores Hall, most of the columns in the ground floor have existing condition of structurally sound which means above with the allowable compressive strength while in the second floor some of the columns have existing conditions of moderate, considerable, and major distress which were below the allowable compressive strength; in the beams and slabs, some of the grid lines have existing condition of structurally sound which were above the allowable compressive strength while majority of the grid lines have existing conditions of moderate, considerable, and major distress which were below with the allowable compressive strength. All the grid lines of the bleachers in Valencia Hall when tested by Hammer Rebound equipment yielded compressive strength above the allowable compressive strength of 28 MPa. Also, majority of the columns in Valencia Hall have existing condition of structurally sound which were above the allowable compressive strength but some of the columns have existing condition of moderate, and considerable distress which were below the allowable compressive strength. Furthermore, for the beams tested, all have existing condition of structurally sound which means above the allowable compressive strength. The Non-Destructive Test through the use of Hammer Rebound Test equipment to monitor the structural health and safety of Flores Hall and Valencia Hall yielded data in terms of the existing conditions of the beams, columns, slabs, and bleachers. The results of the Hammer Rebound test revealed the average compressive strength per grid or grid line of the structural components which show if the structural component complied with the allowable compressive strength. The proposed Preventive Maintenance Management Plan may be used to systematically implement the monitoring of structural health and safety of the Flores Hall and Valencia Hall and provide a safe structure where administrative officials, faculty members, students, and other stakeholders can perform their works and transactions.
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Brožovský, Jiří. "Rebound Hammer Tests of Calcium Silicate Bricks – Effects of Internal Compressive Stress on Measurement Results." Applied Mechanics and Materials 595 (July 2014): 155–58. http://dx.doi.org/10.4028/www.scientific.net/amm.595.155.

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The rebound hammers of the Schmidt system belong among the non-destructive testing methods that are used for determining compressive strength of building materials, most often concrete and rocks. Calibration relations between the rebound number and compressive strength must be available to determine the compressive strength. Calibration relations are determined on the basis of destructive and non-destructive tests of test specimens. This paper deals with the effects of internal compressive stress in calcium silicate bricks on measurement results obtained using the L-type Schmidt hammer. Based on the obtained information, in order to process calibration relations, it is recommended to apply such force to the test specimens, which corresponds to the internal compressive stress 10-15% of the final compressive strength. We do not recommend measuring on firmly supported bricks only.
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Olsen, Telemak, Josh Borella, and Timothy Stahl. "Clast transport history influences Schmidt hammer rebound values." Earth Surface Processes and Landforms 45, no. 6 (February 19, 2020): 1392–400. http://dx.doi.org/10.1002/esp.4809.

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Fawzi, Nada Mahdi, AbdMuttalib Issa Said, and Ali Khalid Jassim. "Prediction of Compressive Strength of Reinforced Concrete Structural Elements by Using Combined Non-Destructive Tests." Journal of Engineering 19, no. 10 (June 5, 2023): 1189–211. http://dx.doi.org/10.31026/j.eng.2013.10.01.

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This research is devoted to investigate relationship between both Ultrasonic Pulse Velocity and Rebound Number (Hammer Test) with cube compressive strength and also to study the effect of steel reinforcement on these relationships. A study was carried out on 32 scale model reinforced concrete elements. Non destructive testing campaign (mainly ultrasonic and rebound hammer tests) made on the same elements. About 72 concrete cubes (15 X 15 X15) were taken from the concrete mixes to check the compressive strength.. Data analyzed.Include the possible correlations between non destructive testing (NDT) and compressive strength (DT) Statistical approach is used for this purpose. A new relationships obtained from correlations results is given.
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Rozsypalová, Iva, Petr Daněk, Jiří Sachr, and Ondřej Karel. "Non-Destructive Schmidt Rebound Hammer Evaluation of the Degradation of Concrete Exposed to Elevated Temperatures." Key Engineering Materials 776 (August 2018): 55–58. http://dx.doi.org/10.4028/www.scientific.net/kem.776.55.

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Concrete suffers significant changes in its internal structure due to fire exposition. Chemical and physical transformations cause further changes in its properties [1]. The research focuses on non-destructive Schmidt rebound hammer testing of experimental concrete panels exposed to high temperature. Five concrete panels with the dimensions of 2300 × 1300 × 150 mm were made from concrete of ordinary fire-resistance. According to the standard temperature curve in EN 1991-1-2 [2], the specimens were heated up to the target temperature (550, 600, 800 and 1000 °C) and afterwards, the given thermal load was maintained for 60 more minutes. The equation of the standard temperature curve represents a common fire by which a building structure may be affected in rare cases. The rebound hammer SilverSchmidt L and Original Schmidt N was used for determining the rebound number. Rebound number area charts of all experimental panels were created in order to identify most damaged areas of the concrete due to the effects of high temperatures. Differences between values of destructive and non-destructive compressive strength were determined.
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Käding, Max, and Steffen Marx. "Acoustic Emission Monitoring in Prestressed Concrete: A Comparative Study of Signal Attenuation from Wire Breaks and Rebound Hammer Impulses." Applied Sciences 14, no. 7 (April 4, 2024): 3045. http://dx.doi.org/10.3390/app14073045.

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Acoustic emission monitoring (AEM) has emerged as an effective technique for detecting wire breaks resulting from, e.g., stress corrosion cracking, and its application on prestressed concrete bridges is increasing. The success of this monitoring measure depends crucially on a carefully designed sensor layout. For this, the attenuation of elastic waves within the structure’s material is ideally determined in situ through object-related measurements (ORMs) with a reproducible signal source, typically a rebound hammer. This assumes that the attenuation coefficients derived from rebound hammer tests are comparable to those from wire breaks, thus allowing their results to be directly applied to wire break detection without further adjustments. This study challenges this assumption by analysing attenuation behaviour through an extensive dataset. Employing time-domain and frequency analysis, the research generates attenuation profiles from laboratory experiments and in situ measurements across various girders and bridge structures, extracting the slope and residual standard deviation (RSD). While generally validating this approach, the findings highlight differences in attenuation behaviour from among wire break signals and rebound hammer impulses, whereby the latter potentially underestimates the relevant attenuation of wire breaks by approximately 20%. Consequently, a transfer factor is proposed to adjust ORM results obtained with the rebound hammer for wire break scenarios. It consists of a scaling factor of 1.2 to modify the average attenuation coefficient and a constant term of ±1.0 dB/m to cover a 95% confidence interval, and thus, account for sample scattering. Moreover, the anisotropic attenuation behaviour across different structures was studied, showing that transverse attenuation consistently exceeds the longitudinal, significantly influenced by structural features such as voids. In prefabricated concrete bridges with in situ-cast concrete slabs, transverse signal transmission remains unhindered across multiple elements. Finally, the results provide a valuable reference for the design of sensor layouts in bridge monitoring, particularly benefiting scenarios where direct in situ experiences are lacking.
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Eze, E. O., and S. O. Osuji. "Use of Schmidt Hardness Values in Rock Strength Prediction." International Journal of Engineering Research in Africa 11 (October 2013): 73–81. http://dx.doi.org/10.4028/www.scientific.net/jera.11.73.

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Two coarse-grained granitic rocks - charnockite and biotite granite were studied with the aim of estimating their unconfined compressive strength from simpler non-destructive test values. The simpler tests were the ultrasonic pulse velocity, the Schmidt hammer rebound, and the specific gravity. Another test carried out was the moisture absorption. The rocks had compressive strength in the range 115-250 MPa, Schmidt hammer rebound number or index of 35-55, and pulse velocity of 3.4-5.5 km/s. The correlation coefficients between the uniaxial compressive strength and the rebound number were 0.86 and 0.81 for the biotite granite and the charnockite, respectively. Products of the rebound index and the pulse velocity and the specific gravity improved the correlation coefficients to 0.94 and 0.91 respectively. The high correlation factors implied that the compressive strength can be estimated using the simpler tests parameters. These simpler parameters also relate indirectly to geomechanical properties of the rocks such as drillability, boreability and machine tool wear. The moisture absorption alone and its combination with the rebound number correlated inversely and poorly with the compressive strength. The correlation coefficient ranged between 0.45 to 0.67. The moisture absorption therefore proved to be a poor predictor of the uniaxial compressive strength of the rocks.
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Liao, Yu Juan, Yun Zhou, and Peng Qin. "Multiple Reference Impact Testing for Bridge Assessment with Drop Hammer." Advanced Materials Research 605-607 (December 2012): 718–23. http://dx.doi.org/10.4028/www.scientific.net/amr.605-607.718.

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A new drop hammer was designed and used for multiple reference impact testing of two bridges. The drop hammer utilizes a multiple-rebound control system for successfully applying a single impact with repeatable high-level force for bridge testing. Signal analysis results indicate that the drop hammer provides a higher signal-noise ratio and a better coherence even when the response signals are subject to pollution due to traffic on the bridge. Modal flexibility was computed by using the impact data from the drop hammer, and meaningful deflected shapes could be generated demonstrating the potential of the envisioned structural assessment system.
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Spalvier, Agustin, Kerry Hall, and John S. Popovics. "Comparative Study of Rebound Hammer, Nitto Hammer, and Pullout Tests to Estimate Concrete In-Place Strength by Using Random Sampling Analysis." Transportation Research Record: Journal of the Transportation Research Board 2629, no. 1 (January 2017): 104–11. http://dx.doi.org/10.3141/2629-13.

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The use of nondestructive testing (NDT) techniques to estimate concrete in-place strength has been broadly studied, with proof of their usefulness in complementing destructive testing (DT). However, the use of DT techniques still dominates. The main objective of this investigation was to compare the performance of three NDT techniques—the rebound hammer, Nitto hammer, and pullout tests—to determine in-place strength. NDT-versus-strength correlation curves were fit to data measured from thick concrete slabs. Strength was measured from cast-in-place cylinders. Analyses of NDT sensitivity, uncertainty, and variability are presented. A new parameter to quantify the performance of the NDT techniques is proposed. This parameter is the limit error between the measured and estimated strengths, which combine uncertainty and variability analyses. The analysis shows that the least limit error for predicting in-place strength was achieved by the rebound hammer test when one testing location was considered or by the pullout test for two or more testing locations.
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32

Kongola, Moses, and Karim Baruti. "Prediction of Uniaxial Compressive Strength of Granite Rock Samples of Lugoba Quarry Using Rebound Hammer Test." Tanzania Journal of Engineering and Technology 40, no. 1 (July 31, 2021): 16–27. http://dx.doi.org/10.52339/tjet.v40i1.710.

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Rebound hammer test is widely used as an indirect measure of uniaxial compressive strength for engineering materials such as concrete, soil, and rock in both civil and mining engineering works. In quarries, uniaxial compressive strength is a crucial parameter in the analysis of geotechnical problems involving rock stability and rock blasting design. This study aims at establishing the empirical models of uniaxial compressive strength fits on rebound hammer number that can be used to predict uniaxial compressive strength of granitic rock at Lugoba Quarry. Data for direct uniaxial compressive strength were obtained from uniaxial compressive strength test carried out on 20 core samples at the Dar es Salaam Institute of Technology Geotechnical Laboratory using ISMR Standard Procedures. The rebound hammer test was carried out using testing hammer type N. The tests were done horizontally on two scanline's geotechnical domains of the rock mass on the footwall side of the quarry. The obtained results of UCS ranging from 105 to 132.5 MPa and RHN from 44.90 to 49.5 were found to be comparable with values of other granitic rocks in other parts of the world. Regression Analysis using SPSS software was carried out to develop 5 regression models of UCS vs.RHN. The values of obtained in this study were found to be between 0.93 and 0.95, which are comparable with other studies. This implies that RHN accounted between 93 and 95% of the total variation of the UCS and the relationships were very strong. Two models; Logarithmic and exponential were found to be appropriate and recommended for application at Lugoba Quarry.
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Szilágyi, Katalin, Adorján Borosnyói, and István Zsigovics. "UNDERSTANDING THE REBOUND SURFACE HARDNESS OF CONCRETE." Journal of Civil Engineering and Management 21, no. 2 (January 30, 2015): 185–92. http://dx.doi.org/10.3846/13923730.2013.802722.

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Surface hardness testing of materials can be considered as the oldest method to get information about strength related material properties. In recent decades the rebound hammer has been the most popular surface hardness testing device for concrete uniting the advantages of its predecessors. In the technical literature numerous proposals are available for simple, two-parameter regression analyses of rebound surface hardness vs. compressive strength relationship of concrete. The remarkable diversity of the proposed curves implies the need of the more than two-parameter regression techniques to reveal the most pronounced parameters governing hardness behaviour. The objectives of present experimental studies were to carry out dynamic and static hardness tests, Young’s modulus and compressive strength tests on concrete specimens. From the development of the tested properties with time it can be concluded that the rebound hammers provide a hardness value for high strength concretes connected to the Young’s modulus rather than the compressive strength. Present paper includes a parametric simulation and a parameter fitting of the verified phenomenological constitutive model of the authors which recognizes the w/c ratio as the main driver of the interrelated material properties and gives a realistic formulation for the time dependent behaviour of the rebound surface hardness of concrete.
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Brencich, Antonio, Giancarlo Cassini, Davide Pera, and Giuseppe Riotto. "Calibration and Reliability of the Rebound (Schmidt) Hammer Test." Civil Engineering and Architecture 1, no. 3 (October 2013): 66–78. http://dx.doi.org/10.13189/cea.2013.010303.

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35

Bui, Quoc-Bao. "Assessing the Rebound Hammer Test for Rammed Earth Material." Sustainability 9, no. 10 (October 21, 2017): 1904. http://dx.doi.org/10.3390/su9101904.

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36

Kolaiti, E., and Z. Papadopoulos. "Evaluation of schmidt rebound hammer testing: A critical approach." Bulletin of the International Association of Engineering Geology 48, no. 1 (October 1993): 69–76. http://dx.doi.org/10.1007/bf02594977.

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37

Basu, A., and A. Aydin. "A method for normalization of Schmidt hammer rebound values." International Journal of Rock Mechanics and Mining Sciences 41, no. 7 (October 2004): 1211–14. http://dx.doi.org/10.1016/j.ijrmms.2004.05.001.

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38

Li, X., G. Rupert, D. A. Summers, P. Santi, and D. Liu. "Analysis of Impact Hammer Rebound to Estimate Rock Drillability." Rock Mechanics and Rock Engineering 33, no. 1 (February 15, 2000): 1–13. http://dx.doi.org/10.1007/s006030050001.

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39

Pratama, Egi, Yushar Kadir, Chandra Afriade Siregar, and Angga Arief Gumilang S. "Pemeriksaan Mutu Beton Terpasang Menggunakan Pengujian Nondestruktif (NDT) dan Destruktif, Studi Kasus: Bangunan Beton Bertulang 4 Lantai." Jurnal Permukiman 17, no. 1 (May 1, 2022): 1. http://dx.doi.org/10.31815/jp.2022.17.1-8.

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Pemeriksaan mutu beton terpasang dapat dilakukan dengan menggunakan metode destruktif maupun nondestruktif. Pengujian destruktif mutu beton terpasang yang umum dilakukan adalah pengambilan sampel core drill. Sementara itu pengujian nondestruktif dapat dilakukan dengan beberapa metode seperti hammer test, UPV test, pull out test, dll. Namun demikian pengujian nondestruktif tidak dapat langsung digunakan untuk mengkuantifikasi kuat tekan beton terpasang dilakukan pengkorelasian data secara valid. Dalam penelitian ini dilakukan pemeriksaan mutu beton terpasang dengan menggunakan pengujian destruktif yaitu pengambilan sampel core serta pengujian nondestruktif menggunakan hammer test. Studi kasus dilakukan pada bangunan objek kajian berupa bangunan dengan struktur rangka beton bertulang 4 lantai yang dibangun pada tahun 1987. Jumlah sampel hammer test yang diambil adalah sebanyak 32 buah, dimana 13 diantaranya dilengkapi dengan pengambilan sampel core. Dari 13 data irisan sampel core dan hammer test tersebut dilakukan penyusunan kurva strength relationship yang merupakan hubungan korelasi antara nilai Rebound hammer test terhadap kuat tekan beton. Dari persamaan korelasi yang diperoleh selanjutnya dapat dilakukan pengkonversian seluruh data nilai Rebound hasil hammer test terhadap kuat tekan beton terpasang sehingga jumlah sampel pengujian pada bangunan objek kajian menjadi lebih banyak jika dibandingkan dengan hanya menggunakan sampel core saja. Hasil analisis dan interpretasi terhadap data hasil pengujian menunjukkan bahwa nilai rata-rata kuat tekan beton ekivalen terpasang pada bangunan objek kajian adalah sebesar (f_c ) ̅=12.21 MPa, dengan nilai kuat tekan pada 10-persentil fractile yang dihitung menggunakan Tolerance factor method (Hindo dan Bergstorm, 1985) dan Alternate method (Bartlett dan MacGregor, 1995) berturut-turut adalah f_(c,eq.1)^'=5.37 MPa dan f_(c,eq.2)^'=8.87 MPa.
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40

Kharisov, Timur. "Assessing serpentinite compressive strength using regression analysis." Izvestiya vysshikh uchebnykh zavedenii. Gornyi zhurnal, no. 1 (February 17, 2021): 45–53. http://dx.doi.org/10.21440/0536-1028-2021-1-45-53.

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Introduction. Today, the express method for assessing rock compressive strength using the Schmidt hammer is becoming more and more relevant and demanded. Compared to laboratory methods, measurements by this non-destructive express method result in the height of striker rebounding. The device has to be calibrated for further transition from the rebound height Hr to compressive strength in the UCS sample of the rock type under study. Research methodology included selection of hand specimen on the slopes of the Kiembai chrysotile asbestos open pit for laboratory tests. The height of striker rebounding was measured of Proceq RockShmidt Type N Schmidt hammer according to the ASTM method in local areas of exposed massif. Compressive strength of rock samples was tested in the laboratory using Wille Geotechnik servo hydraulic testing system. Research results. Based on the obtained data, an empirical formula has been established describing the dependence between compression strength of serpentinite in the UCS sample and striker height of rebounding of a Schmidt Type N hammer. The author’s results were compared to the ones obtained by the predecessors using a Schmidt Type L hammer when studying physical and mechanical properties of serpentinite in another field. The difference in the empirical formulas is due to the difference in physical and mechanical properties of serpentinite building up the deposits under consideration, as well as the difference in impact energy of the working Schmidt hammers
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41

Brozovsky, Jiri. "Determine the Compressive Strength of Calcium Silicate Bricks by Combined Nondestructive Method." Scientific World Journal 2014 (2014): 1–5. http://dx.doi.org/10.1155/2014/829794.

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The paper deals with the application of combined nondestructive method for assessment of compressive strength of calcium silicate bricks. In this case, it is a combination of the rebound hammer method and ultrasonic pulse method. Calibration relationships for determining compressive strength of calcium silicate bricks obtained from nondestructive parameter testing for the combined method as well as for the L-type Schmidt rebound hammer and ultrasonic pulse method are quoted here. Calibration relationships are known for their close correlation and are applicable in practice. The highest correlation between parameters from nondestructive measurement and predicted compressive strength is obtained using the SonReb combined nondestructive method. Combined nondestructive SonReb method was proved applicable for determination of compressive strength of calcium silicate bricks at checking tests in a production plant and for evaluation of bricks built in existing masonry structures.
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42

Shang, Huai-Shuai, Ting-Hua Yi, and Lu-Sheng Yang. "Experimental Study on the Compressive Strength of Big Mobility Concrete with Nondestructive Testing Method." Advances in Materials Science and Engineering 2012 (2012): 1–6. http://dx.doi.org/10.1155/2012/345214.

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An experimental study of C20, C25, C30, C40, and C50 big mobility concrete cubes that came from laboratory and construction site was completed. Nondestructive testing (NDT) was carried out using impact rebound hammer (IRH) techniques to establish a correlation between the compressive strengths and the rebound number. The local curve for measuring strength of the regression method is set up and its superiority is proved. The rebound method presented is simple, quick, and reliable and covers wide ranges of concrete strengths. The rebound method can be easily applied to concrete specimens as well as existing concrete structures. The final results were compared with previous ones from the literature and also with actual results obtained from samples extracted from existing structures.
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Diaferio, Mariella, and Francisco B. Varona. "The Performance of Empirical Laws for Rebound Hammer Tests on Concrete Structures." Applied Sciences 12, no. 11 (June 1, 2022): 5631. http://dx.doi.org/10.3390/app12115631.

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The assessment of concrete compressive strength plays a key role in the analysis of the seismic vulnerability of existing buildings. However, the adoption of classical destructive tests is usually limited by their invasiveness, cost and time needed for the execution. Thus, in order to overcome these limits and allow investigations to be extended to a large number of points, the use of the rebound hammer test is investigated here with a detailed analysis of the effects on the accuracy of the strength assessment related to the choice of the conversion model relating rebound index to compressive strength. The analysis has been performed by comparing several empirical laws calibrated with data acquired in an experimental investigation of an existing concrete building. The relationships between the coefficients of the examined conversion models are then established, with the aim of reducing the unknowns in the calibration procedure. Furthermore, the influence of the coefficients of variation of concrete strength and rebound index on the results of the calibration procedure has been analyzed, thereby supporting the assessment of the accuracy of the concrete strength.
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Pereira, E., and M. H. F. de Medeiros. "Pull Off test to evaluate the compressive strength of concrete: an alternative to Brazilian standard techniques." Revista IBRACON de Estruturas e Materiais 5, no. 6 (December 2012): 757–80. http://dx.doi.org/10.1590/s1983-41952012000600003.

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To estimate the compressive strength of concrete is necessary in many reinforced concrete structures inspection works. In Brazil, the standard tests for this purpose are: Compressive test in drilled cores, rebound hammer test and ultrasonic test. In the United States and Europe are also regulated other techniques. The aim of this paper is to analyze the use of Pull Off test as an inspection tool of concrete and also disclose the possibility of use of complementary techniques to the standard ones in Brazil. The results show that the Pull Off test results in high correlation (R²> 0.93) with the compressive strength, measured in cylindrical and prismatic specimens. The rebound hammer test did not show satisfactory correlation (R²≅0.6) for the case of cylindrical specimens. The ultrasonic test showed high correlation (R²> 0.98), but behaves differently with the shape changing of the specimens.
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45

Hanifah, Dini Ayu, Eko Santoso, and Kartini Kartini. "ANALISIS PENGARUH TINGKAT PELAPUKAN TERHADAP KEKUATAN BATUAN (STUDI KASUS PADA BATULEMPUNG DARI FORMASI WARUKIN)." Jurnal Himasapta 5, no. 3 (February 5, 2021): 89. http://dx.doi.org/10.20527/jhs.v5i3.2898.

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Penentuan tingkat pelapukan yang dilakukan pada penelitian ini menggunakan metode yang lebih sederhana dan sering digunakan serta dengan biaya yang terjangkau yaitu dengan pengamatan lapangan secara visual deskriptif dan pengujian di laboratorium berdasarkan uji UCS (Uniaxial Compressive Strength), Schmidt Hammer, dan PLI (Point Load Index). Metodologi yang dilakukan dan digunakan pada penelitian ini meliputi, data tingkat pelapukan berdasarkan pengamatan secara deskripsi visual yang mengacu pada penelitian terdahulu, data uji sifat fisik batulempung, dimensi batulempung, nilai rebound dari alat schmidt hammer, dan nilai kuat tekan batulempung menggunakan alat UCS (uniaxial compressive strength) dari 10 sampel batulempung, serta nilai PLI. Berdasarkan pengamatan lapangan secara visual deskriptif adapun tingkat pelapukan batulempung dalam penelitian ini termasuk ke dalam tingkat pelapukan III (lapuk sedang), IV (lapuk kuat), dan V (lapuk sempurna) yang mewakili 10 sampel ( mengacu pada penelitian Sadisun dkk, 1998 ). Sedangkan berdasarkan nilai UCS yang didapatkan dari nilai kuat tekan tertinggi sampai terendah dari 10 sampel yaitu sebesar 3,39 MPa masuk ke dalam tingkat pelapukan III (lapuk sedang), 1,98 MPa masuk ke dalam tingkat pelapukan IV (lapuk kuat), serta 0,63 MPa masuk ke dalam tingkat pelapukan V (lapuk sempurna). Berdasarkan hasil dari nilai rebound yang didukung dengan penelitian menurut ahli Hencer dan Martin (1982), tingkat pelapukan batulempung dalam penelitian ini masuk ke dalam highly weathered (lapuk kuat) dengan nilai rebound rata-rata sebesar N<25. Dan berdasarkan dari nilai PLI tingkat pelapukan pada penelitian ini masuk ke dalam tingkat pelapukan III dan IV. Kata-kata kunci: tingkat pelapukan, uniaxial compressive strength, schmidt hammer, point load index
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Misák, Petr, Dalibor Kocáb, and Petr Cikrle. "Determination of a Suitable Moment for Formwork Removal from a Concrete Structure Using Rebound Hammer Test Methods." Solid State Phenomena 322 (August 9, 2021): 23–27. http://dx.doi.org/10.4028/www.scientific.net/ssp.322.23.

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Determining the compressive strength of concrete in the early stages of ageing has been an increasingly relevant topic in recent years, particularly with regard to the safe removal of formwork from a structure or its part. The compressive strength of concrete which designates safe removal of formwork without damaging the structure can be referred to as "stripping strength". It is undoubtedly beneficial to be able to determine the moment of safe formwork removal in a non-destructive manner, i.e. without compromising the structure. Modern rebound hammer test methods seem to be a suitable instrument with which it is possible to reduce the length of technological breaks associated with concrete ageing to a minimum, and consequently, reduce the total cost of the construction. However, the use of these methods presents a number of challenges. As many conducted experiments have shown, there is no single conversion relationship (regression model) between non-destructive rebound hammer test methods and compressive strength. It is therefore advisable to always create a unique conversion relationship for each individual concrete. In addition, it must be noted that conventional regression analysis methods operate with 50% reliability. In construction testing, however, the most common is the so-called characteristic value, which is defined as a 5% quantile. This value is therefore determined with 95% reliability. This paper describes the construction of a so-called "characteristic curve", which can be used to estimate the compressive strength of concrete in a structure using rebound hammer test methods with 95% reliability. Consequently, the values obtained from the characteristic curve can be easily used for practical applications.
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Szilágyi, Katalin, Adorján Borosnyói, and Tamás Mikó. "Comparison of the inherent variability in rebound hammer tests performed with different testing instruments." Epitoanyag - Journal of Silicate Based and Composite Materials 65, no. 3 (2013): 68–75. http://dx.doi.org/10.14382/epitoanyag-jsbcm.2013.14.

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48

Paulmakesha, A. "Evaluation of Building Structural Stability by Using Rebound Hammer Test." International Journal of Scientific Research and Engineering Trends 10, no. 2 (February 29, 2024): 233–42. http://dx.doi.org/10.61137/ijsret.vol.10.issue2.142.

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49

Yuasa, N. "Topic for Concrete Strength Presumption using Rebound Hammer-Comparison between Rebound Numbers using Various Hammers and Proposal of Requesting Method for Relationship between Rebound Numbers and Compressive Strength-." Concrete Journal 48, no. 12 (2010): 23–30. http://dx.doi.org/10.3151/coj.48.12_23.

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50

Bilgin, N., T. Dincer, and H. Copur. "The performance prediction of impact hammers from Schmidt hammer rebound values in Istanbul metro tunnel drivages." Tunnelling and Underground Space Technology 17, no. 3 (July 2002): 237–47. http://dx.doi.org/10.1016/s0886-7798(02)00009-3.

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