Academic literature on the topic 'Shear bond strength test'
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Journal articles on the topic "Shear bond strength test"
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Habib, Syed Rashid, Salwa Bajunaid, Abdulrahman Almansour, Abdulkarim AbuHaimed, Muqrin Nasser Almuqrin, Abdullah Alhadlaq, and Muhammad Sohail Zafar. "Shear Bond Strength of Veneered Zirconia Repaired Using Various Methods and Adhesive Systems: A Comparative Study." Polymers 13, no. 6 (March 16, 2021): 910. http://dx.doi.org/10.3390/polym13060910.
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The aim of the present study was to investigate the shear bond strength of five different repair methods and adhesive systems for zirconia (Zr) cores layered with feldspathic porcelain. Seventy-five Zr specimens (10 × 10 × 4 mm3) were prepared, sintered, layered with 2 × 10 × 10 mm3 of feldspathic porcelain, and fired. The ceramic was fractured, and the load recorded using a shear-bond test. Specimens were thermocycled and randomly divided into 5 groups (n = 15/group) based on the repair methods. Composite repair blocks with similar dimensions to the layered ceramic (2 × 10 × 10 mm3) were built according to each repair method. Shear bond strength testing of the specimens with composite built up was carried out using a universal testing machine (Instron®5960, Massachusetts, USA). The shear bond strengths of the adhesive interface between repaired composite and the Zr were recorded for all the test groups. The fractured specimens’ surfaces were examined under a scanning electron microscope (Jeol, Musashino, Akishima, Tokyo, Japan) for evaluation of the type of failure and surface characteristics. Shear bond strength of the veneered ceramic bonded to the Zr for all the test groups was non-significant (ANOVA, p = 0.062). Shear bond strength after the repair revealed significant differences (ANOVA, p = 0.002). Group-C (13.79 ± 1.32) and Group-D (9.77 ± 4.77) showed the highest and lowest shear bond strength values, respectively. Paired Sample T-tests showed significantly lower values (p = 0.000) for the repaired (composite) Zr compared to the layered (ceramic) Zr. Multiple comparisons revealed differences (significant) between the shear bond strength of Group-D with Groups A (p = 0.010) and C (p = 0.003, Post Hoc Tukey test). The repair methods tested showed variations in their respective shear bond strengths. Complete ceramic/zirconia repair systems showed better bonding between the repaired composite and Zr core. The mean shear bond strength for the repaired fractured layered Zr showed acceptable outcomes in terms of clinical perspective, but was, however, unpredictable.
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Manoharan, Subramani, Chandradip Patel, Stevan Hunter, and Patrick McCluskey. "Effects of Bond Pad Thickness on Shear Strength of Copper Wire Bonds." Additional Conferences (Device Packaging, HiTEC, HiTEN, and CICMT) 2017, HiTEN (July 1, 2017): 000068–73. http://dx.doi.org/10.4071/2380-4491.2017.hiten.68.
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Abstract Copper (Cu) wire bonding is now widely accepted as a replacement for gold (Au), however, its use in high reliability applications is limited due to early failures in high temperature and humid conditions. The Au to Cu wire transition is mainly driven by cost savings though there are other advantages to Cu such as better electrical and thermal conductivity, slower intermetallic compound (IMC) formation and reduced wire sweep during transfer molding. Some automotive, industrial and aerospace industries are still reluctant to adopt Cu wire bonded products due to perceived risks of wire and bond pad cracks, the potential for corrosion, and some lack of understanding about its reliability in harsh conditions. A wire bond is considered good if destructive sampling qualification tests and periodic monitors pass for the batch. Tests include wire pull strength, wire bond shear, IMC coverage, and thickness of bond pad aluminum (Al) remaining beneath the bond. Nondestructive inspections also verify acceptable ball diameter and Al “splash”. This paper focuses on the bond shear test and its contribution to Cu ball bond reliability assessment, especially when changing Al bond pad thickness. A new revision of the JEDEC Wire Bond Shear Test Method, JESD22-B116B, has just been released, to include Cu wirebonds for the first time. It helps to clarify shear test failure modes for Cu ball bonds. However, there are still questions to be answered through research and experimentation, especially to learn the extent to which one may predict Cu ball bond reliability based on shear test results. Pad Al thickness is not considered in the current industry standards for shear test. Yet bond pad Al thickness varies widely among semiconductor products. This research is intended to contribute toward improved industry standards. In this study, power and time bonding parameters along with bond pad thickness are studied for bond strength. Several wire bonds are created at different conditions, evaluated by optical microscope and SEM, IMC% coverage and bond shear strength. Similar bonding conditions are repeated for bond pads of 4um, 1um and 0.5um thickness.
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Park, Joo-Eon, Soo-Keun Kang, Deok-Bo Lee, and Nak-Sam Choi. "OS14-2-6 Analysis of Interfacial Shear Strength of Fiber/Epoxy Composites by Microdroplet-bond Test." Abstracts of ATEM : International Conference on Advanced Technology in Experimental Mechanics : Asian Conference on Experimental Mechanics 2007.6 (2007): _OS14–2–6——_OS14–2–6—. http://dx.doi.org/10.1299/jsmeatem.2007.6._os14-2-6-.
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Tandon, Raghav, Sanjeev Maharjan, and Suraj Gautam. "Shear and tensile bond strengths of autoclaved aerated concrete (AAC) masonry with different mortar mixtures and thicknesses." Journal of Engineering Issues and Solutions 1, no. 1 (May 1, 2021): 20–31. http://dx.doi.org/10.3126/joeis.v1i1.36814.
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Autoclaved aerated concrete (AAC) blocks are commonly used for masonry walls. In order to understand the strength of AAC masonry, it is essential to assess the tensile and shear bond strengths of the AAC block-mortar interface for various mortar combinations. This research investigates the bond strength of AAC block mortar interface made up of a) polymer modified mortar (PMM) and b) ordinary cement sand mortar of 1:4 or 1:6 ratio with thickness of 10mm, 15mm or 20mm. A thin cement slurry coating was applied on the block surface before placing the cement sand mortar in the masonry. For all types of interface, shear bond strength of masonry was studied using a triplet test, while the tensile bond strength was determined through a cross-couplet test. Among the cement sand mortar used in this study, cement sand mortar of ratio 1:4 and thickness 15mm showed the maximum shear strength of 0.13MPa with the failure of blocks as the predominant failure while the PMM had shear bond strength of 0.12MPa with the failure of blocks as the predominant failure type. However, in case of the tensile bond strength testing, PMM showed the tensile bond strength of 0.19MPa, which was highest among all the test specimens used in this study. Considering both the tensile and shear bond strengths of the AAC masonry and based on the observed failure pattern, among all the combinations used in the experiment, either PMM or cement-sand mortar of ratio 1:4 and thickness of 15mm can be chosen for the AAC masonry.
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Hammad, Ihab A., Richard J. Goodkind, and William W. Gerberich. "A shear test for the bond strength of ceramometals." Journal of Prosthetic Dentistry 58, no. 4 (October 1987): 431–37. http://dx.doi.org/10.1016/0022-3913(87)90270-8.
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Placido, Eliane, Josete B. C. Meira, Raul González Lima, Antonio Muench, Roberto Martins de Souza, and Rafael Yagüe Ballester. "Shear versus micro-shear bond strength test: A finite element stress analysis." Dental Materials 23, no. 9 (September 2007): 1086–92. http://dx.doi.org/10.1016/j.dental.2006.10.002.
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Irie, Masao, Yukinori Maruo, Goro Nishigawa, Kumiko Yoshihara, and Takuya Matsumoto. "Flexural Strength of Resin Core Build-Up Materials: Correlation to Root Dentin Shear Bond Strength and Pull-Out Force." Polymers 12, no. 12 (December 9, 2020): 2947. http://dx.doi.org/10.3390/polym12122947.
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The aims of this study were to investigate the effects of root dentin shear bond strength and pull-out force of resin core build-up materials on flexural strength immediately after setting, after one-day water storage, and after 20,000 thermocycles. Eight core build-up and three luting materials were investigated, using 10 specimens (n = 10) per subgroup. At three time periods—immediately after setting, after one-day water storage, and after 20,000 thermocycles, shear bond strengths to root dentin and pull-out forces were measured. Flexural strengths were measured using a 3-point bending test. For all core build-up and luting materials, the mean data of flexural strength, shear bond strength and pull-out force were the lowest immediately after setting. After one-day storage, almost all the materials yielded their highest results. A weak, but statistically significant, correlation was found between flexural strength and shear bond strength (r = 0.508, p = 0.0026, n = 33). As the pull-out force increased, the flexural strength of core build-up materials also increased (r = 0.398, p = 0.0218, n = 33). Multiple linear regression analyses were conducted using these three independent factors of flexural strength, pull-out force and root dentin shear bond strength, which showed this relationship: Flexural strength = 3.264 × Shear bond strength + 1.533 × Pull out force + 10.870, p = 0.002). For all the 11 core build-up and luting materials investigated immediately after setting, after one-day storage and after 20,000 thermocycles, their shear bond strengths to root dentin and pull-out forces were correlated to the flexural strength in core build-up materials. It was concluded that the flexural strength results of the core build-up material be used in research and quality control for the predictor of the shear bond strength to the root dentin and the retentive force of the post.
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Anil, Sukumaran, Farouk Ahmed Hussein, Mohammed Ibrahim Hashem, and Elna P. Chalisserry. "The Impact of Chlorhexidine Mouth Rinse on the Bond Strength of Polycarbonate Orthodontic Brackets." Journal of Contemporary Dental Practice 15, no. 6 (2014): 688–92. http://dx.doi.org/10.5005/jp-journals-10024-1600.
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ABSTRACT Objective The purpose of the current in-vivo study was to assess the effect of using 0.12% chlorhexidine (CHX) mouth rinse, before bonding, on shear bond strength of polycarbonate brackets bonded with composite adhesive. Subjects and methods Eighteen orthodontic patients with a mean age 21.41 ± 1.2 years, who were scheduled to have 2 or more first premolars extracted, were included in this study. Patients were referred for an oral prophylaxis program which included, in part, the use of a mouth rinse. Patients were divided into 2 groups, a test group of 9 patients who used 0.12% CHX gluconate mouth rinse twice daily and a control group of 9 patients who used a mouth rinse without CHX, but with same color. After 1 week, polycarbonate brackets were bonded to first premolars with Transbond XT composite adhesive. Premolars were extracted after 28 days and tested for shear bond strength on a universal testing machine. Student's t-test was used to compare shear bond strengths of both groups. Results No statistically significant difference was found in bond strengths’ values between both groups. The test group (with CHX) has mean shear bond strength of 14.21 ± 2.42 MPa whereas the control group (without CHX) revealed a mean strength of 14.52 ± 2.31 MPa. Conclusion The use of 0.12% CHX mouth rinse, for one week before bonding, did not affect the shear bond strength of polycarbonate brackets bonded with Transbond composite. Furthermore, these brackets showed clinically acceptable bond strength. How to cite this article Hussein FA, Hashem MI, Chalisserry EP, Anil S. The Impact of Chlorhexidine Mouth Rinse on the Bond Strength of Polycarbonate Orthodontic Brackets. J Contemp Dent Pract 2014;15(6):688-692.
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Manoharan, Subramani, Chandradip Patel, Stevan Hunter, and Patrick McCluskey. "Influence of Initial Shear Strength on Time-to-Failure of Copper (Cu) Wire Bonds in Thermal Aging Condition." Additional Conferences (Device Packaging, HiTEC, HiTEN, and CICMT) 2018, HiTEC (May 1, 2018): 000032–38. http://dx.doi.org/10.4071/2380-4491-2018-hiten-000032.
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Abstract Copper (Cu) wire bond is used in a majority of microelectronic devices but has not been fully accepted by all industries due to potential reliability issues. Good quality bond is believed to provide high reliability. Shear strength and intermetallic (IMC) coverage are being used as indicators, however there is no developed model. High shear strength is a result of large IMC coverage laterally under the ball, but the reliability of the bond is also related to IMC longitudinal growth (thickness). This work involves studying effect of shear strength on reliability of a variety of experimental Cu ball bonds by performing temperature aging experiments on test devices, in QFN packages. The ball bonds are made by altering ultrasonic power and time to obtain different IMC coverage. All test packages are monitored for resistance change at specific intervals by performing four point resistance measurement. Resistance increase is analyzed with initial shear strength to determine whether “good quality” bonds always lead to high reliability.
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Sauli, Z., V. Retnasamy, W. M. W. Norhaimi, J. Adnan, and M. Palianysamy. "Wire Bond Shear Test Simulation on Hemispherical Surface Bond Pad." Advanced Materials Research 622-623 (December 2012): 643–46. http://dx.doi.org/10.4028/www.scientific.net/amr.622-623.643.
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Wire bonding process is an interconnection method adopted in the semiconductor packaging manufactory. One of the method used to assess the reliability and bond strength of the bonded wires are wire bond shear test .In this study, simulation on wire bond shear test is done to evaluate the stress response of the bonded wire when sheared on a hemispherical surface bond pad. The contrast between three types of wire material:gold(Au), aluminum(Al) and copper(Cu) were carry out to examine the effects of wire material on the stress response of bonded wire during wire bond shear test. The simulation results showed that copper wire bond induces highest stress and gold wire exhibits the least stress response.
Dissertations / Theses on the topic "Shear bond strength test"
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Neshvadian, Bakhsh Keivan. "Evaluation of Bond Strength between Overlay and Substrate in Concrete Repairs." Thesis, KTH, Betongbyggnad, 2010. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-36796.
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Good bond strength between overlay and substrate is a key factor in performance of concrete repairs. This thesis was aimed at studying the evaluation of bond strength between repair material and substrate at the interface. Many factors such as surface roughness, existence of micro cracks, compaction, curing etc influence the bond strength. The quality assurance of the bond strength requires test methods that can quantify the bond strength as well as identify the failure mode. There have been numerous investigations led to development of different test methods. The forces which are applied in each test and the failure mode are important in order to choose the proper test. An interpretive study on test methods is presented. While this study can provide individually useful information on bond strength and bond characterization, it also contains discussions about each test and comparison of test methods.
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Pan, Youguang. "Bond strength of concrete patch repairs : an evaluation of test methods and the influence of workmanship and environment." Thesis, Loughborough University, 1995. https://dspace.lboro.ac.uk/2134/7059.
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Experiments were carried out to study the effect of workmanship and environmental conditions on bond strength for concrete patch repairs. Four repair materials, sand/cement mortar, acrylic modified cementitious mortar, SBR modified cementitious mortar, and flowing concrete, were tested with mainly three test methods (core pull-off test, patch compressive test, and patch flexural test). At the beginning of this project, slant shear tests were also carried out. In the study of the effect of workmanship, the following parameters were included: surface roughness, surface cleanliness, surface soundness, moisture condition, application method, bond coat mistiming, repair material mistiming, and curing methods. In the study of the effect of environmental conditions, four parameters were considered: high temperature curing followed by drying shrinkage, high temperature curing followed by thermal cycling, low temperature curing, and low temperature curing followed by freeze/thaw cycling. A rougher surface produces a higher bond strength, but the increase depends on individual repair material. Sand/cement mortar favours a rough surface, but polymer modified mortars are not very sensitive to surface roughness. Environmental conditions affect the bond strength development, but the effect varies with each repair material. Test results suggest that low temperature curing should be avoided for polymer modified cementitious mortars. In addition to the experimental study, theoretical analyses were carried out to evaluate the available bond test methods. The evaluation was concentrated on answering the following questions: (1) What kind of factors will influence conductinga bond test? (2) What are the response of each factor involved to a specific test method? (3) What kind of influences are crucial in ensuring the full development of the bond strength? (4) Which factors are important to achieve a durable repair? and (5) What kind of a test can be used to monitor the quality of these crucial factors? In total, about 800 tests were conducted (500 core pull-off tests, 90 patch compressive tests, 100 patch flexural tests, and 80 slant shear tests).
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Pham, Keimann, and Jesse Olsson. "Bestämning av skjuvhållfasthet med vridprovning för pågjutna betongkonstruktioner." Thesis, KTH, Byggteknik och design, 2013. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-136826.
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Skador och slitage på brokonstruktioner av betong beror på tösalter, armeringskorrosion och frostcykler i kombination med ökande trafiklaster. Den i särklass vanligaste reparationsåtgärden för dessa typer av skador är att göra en pågjutning. Metoden går ut på att först avlägsna det skadade eller dåliga betongskiktet innan en ny betong pågjuts. För att bedöma hur bra ett pågjutningsarbete är behöver vidhäftningen mellan den nya pågjutningen och gamla betongen fastställas. Den mest använda metoden för detta syfte är s.k. dragprovning som bestämmer draghållfastheten i vidhäftningen. I praktiken är dock vidhäftningens skjuvhållfasthet av större intresse och approximeras därför utifrån draghållfastheten, men med en vridprovning kan fogens skjuvhållfasthet direkt bestämmas. Syftet med examensarbetet är att undersöka vridprovningens reliabilitet för att i framtiden eventuellt kunna bestämma skjuvhållfastheten på ett mer direkt och korrekt sätt. I examensarbetet undersöks vridprovningens reliabilitet för att bestämma skjuvhållfastheten i fogen mellan pågjutning och gammal betong med dragprovningen som referens. Studien omfattar åtta parallellprovningar av drag- och vridprovningar där den lägst uppmätta skjuvhållfastheten jämförs med fogens dimensioneringsvärde enligt EK2. Examensarbetet görs i samband med Spårväg city-projektet vid Sergels torg, Stockholm, i uppdrag från Trafikkontoret i Stockholm och CBI Betonginstitutet. Resultaten från provningarna visade att fogbrott, som är av intresse, var vanligare för dragprovning än vridprovning. Den stora spridningen av mätvärdena var en konsekvens av det låga antalet fogbrott för vridprovningen. Medelvärdet för fogens draghållfasthet på 1,43 MPa tyder på god vidhäftning, men fogens skjuvhållfasthet bestämd med vridprovning visar ett medelvärde på endast 1,61 MPa och understiger det förväntade värdet på ca dubbla draghållfastheten d.v.s. 2,9 MPa. Intressant är att det lägst uppmätta värdet på skjuvhållfastheten på 0,83 MPa var ovanligt lågt, men fortfarande större än dimensioneringsvärdet enligt EK2 på 0,59 MPa. Studien har visat att vridprovningen är en svårtydlig metod för att bestämma skjuvhållfastheten i fogen mellan pågjutning och gammal betong. Anledningen till detta beror främst av tre faktorer, för få antal provningar, den stora spridningen av mätvärden samt de svårtolkade brottmoderna från vridprovningen. Trots detta tros vridprovningen vara en framtida metod för konstruktörer och beställare eftersom metoden är ett bra mätverktyg för att bestämma skjuvhållfastheten för pågjutna betongkonstruktioner som helhet och inte bara i fogen mellan pågjutning och befintlig betong.Damages and wear on concrete bridges are due to de-icing salt or salt water, reinforcement corrosion and repeated freeze-thaw cycles in combination with increasing traffic loads. The most common repair operation for these types of damages is to remove the deteriorated concrete and replace it with a new concrete overlay. To evaluate how well a bonded concrete overlay is, the bond strength between the new and old concrete has to be determined. The most widely used method for this purpose is the so-called pull off test to determine the tensile bond strength. In practice however the shear bond strength is of greater interest and is therefore approximated on the basis of tensile bond strength, but with a torsion test the shear bond strength can be directly determined. The purpose of this study is to investigate the reliability of the torsion test to determine the shear bond strength in a more direct and accurate manner. The thesis examines the reliability of the torsion test to determine the shear bond strength with the pull off test as a reference. The study includes eight parallel tests of pull off and torsion tests where the lowest measured shear bond strength is compared with the calculated design value of shear bond strength according to EC2. The work is done in connection with the Spårväg city project at Sergels torg, Stockholm, in collaboration with the Traffic Administration Office in Stockholm and CBI, the Swedish Cement and Concrete Research Institute. The results of the tests showed that the failures in the interface between new and old concrete, which are of interest, were more common for pull off tests than torsion tests where only two of the eight test samples showed failure in the interface. The wide scatter of the measured values is a consequence of the low number of failures in the interface. The mean value of the tensile bond strength was 1,43 MPa, which indicates good bond strength. The shear bond strength however made with torsion tests show a mean value of only 1,61 MPa. Lower than the expected value of about twice the tensile bond strength of 2,86 MPa. Interestingly, the lowest measured value of the shear bond strength of 0,83 MPa was unusually low, but still higher than the calculated design value of shear bond strength of 0.59 MPa according to EC2. The study has shown that torsion test is a difficult method for determining the shear strength of the bond between the new and old concrete. The reason for this is mainly due to three factors, the low number of tests, the large scatter of values, and the difficulty to interpret failures of the test samples. Despite this the torsion test seems to be a future method for structural engineers and contractors as a tool to determine shear strength for repaired concrete structures in general and not only the shear bond strength.
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Placido, Eliane. ""Distribuição de tensões em testes de cisalhamento e micro-cisalhamento mediante análise de elementos finitos"." Universidade de São Paulo, 2006. http://www.teses.usp.br/teses/disponiveis/23/23140/tde-28082006-201138/.
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Os objetivos deste estudo foram comparar, através de análise de elementos finitos, a distribuição de tensões em modelos que representam arranjos experimentais nor-malmente utilizados em testes de cisalhamento e micro-cisalhamento, verificar a tendência de variar o local de início e o modo de fratura em função de mudanças nos parâmetros dos ensaios e analisar a influência de dois modos de fixação do substrato sobre a concentração de tensões. Os modelos bidimensionais em estado plano de deformações representaram o compósito (híbrido ou flow) aderido à dentina através de uma camada de adesivo de 50 μm. Duas condições de fixação da dentina foram estabelecidas: na primeira (mais rígida), os deslocamentos foram restritos em todas as direções nos nós das arestas que representam as três superfícies livres de adesão e na segunda, a restrição foi colocada apenas na parte posterior da dentina. Foi aplicado um carregamento pontual a várias distâncias da interface dentina-adesivo, de modo a obter um tensão nominal constante de 4MPa. Foram analisadas as tensões máximas de tração e cisalhamento, a distribuição das tensões ao longo dos nós da interface dentina-adesivo e os vetores de tensão máxima principal, como indicativos do local de início e o provável modo de fratura. A distribuição de tensões ao longo da interface aderida foi sempre não uniforme e apresentou picos muito ele-vados em todos os casos, o que conduz a pensar que os valores de resistência nominal não são representativos da máxima tensão suportada no momento da fratura. A tensão de tração predominou sobre a de cisalhamento. O módulo de elasticidade do compósito aderido, a espessura relativa da camada de adesivo e a distância de aplicação da carga influenciam a concentração de tensões e devem ser padroniza-dos. Para o teste de micro-cisalhamento, a camada de adesivo relativamente mais espessa e o uso do compósito com baixo módulo de elasticidade propiciaram a in-tensificação das tensões. O ensaio de cisalhamento parece mais suscetível que o de micro-cisalhamento para que o início da ruptura ocorra no substrato, pois o ponto de maior concentração de tensões localizou-se na dentina em alguns casos e verifica-se pequena diferença de módulo entre os maiores vetores localizados no adesivo e na dentina de base. O teste de micro-cisalhamento, embora mais favorável a que as fraturas se iniciem no adesivo, concentra muito a tensão, especialmente com a utili-zação de resinas do tipo flow, o que o torna menos representativo da máxima tensão que o espécime realmente resistiu no momento da fratura.The objectives of this study were to compare the stress distribution in finite element models that represented experimental designs commonly used for shear and micro-shear bond strength testing, to verify the tendency to vary the location and mode of fracture as a consequence of changes in the studied parameters, and to analyze the influence of two substrate restriction conditions on stress concentration. Bi-dimensional plane strain models represented a composite (hybrid or flow) bonded to dentin through a 50 μm adhesive layer. Two dentin restriction conditions were estab-lished: in the first (more rigid), movements were restricted in all directions on the nodes located in the dentin surface edges free of adhesion, and in the second, re-striction was imposed only to the posterior dentin surface. Concentrated loading was applied at several distances from the dentin-adhesive interface so as to obtain con-stant nominal bond strength of 4MPa. Maximum tensile and shear stress values, stress distribution along the dentin-adhesive interfacial nodes and the principal maximum stress vectors as indicative of the most probable location and mode of frac-ture were analyzed. Stress distribution along bonded interfaces was always non-uniform and presented very high stress peaks for all cases. This led to the assump-tion that nominal bond strength values are non-representative of the maximum stress supported at fracture. Tensile stresses were always predominant over shear stresses. The composite elastic modulus, relative adhesive layer thickness and different load application distances influenced stress concentration and should be stan-dardized. For micro-shear tests, the relatively thicker adhesive layer and use of a low modulus composite propitiated stress intensification. The shear test seems to be more susceptible than micro-shear to fracture initiation in the substrate, once the point of highest stress concentration was in some cases located in dentin, and small modulus difference was verified between the greatest stress vectors located both on the adhesive and dentin base. Although more favorable to fracture initiation in the adhesive, the micro-shear test design highly concentrated stresses, especially when flow composite was modeled, hence it might be less representative of the maximum stress the specimen resisted at fracture.
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Hussein, Husam H. "Analysis and Design of Ultra-High-Performance Concrete Shear Key for PrecastPrestressed Concrete Adjacent Box Girder Bridges." Ohio University / OhioLINK, 2018. http://rave.ohiolink.edu/etdc/view?acc_num=ohiou1522147809016232.
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Xavier, Tathy Aparecida. "Comparação dos ensaios de resistência adesiva por torção e por cisalhamento com fio." Universidade de São Paulo, 2010. http://www.teses.usp.br/teses/disponiveis/23/23140/tde-22052010-101723/.
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Objetivo: verificar, através de análise por elementos finitos e de uma etapa experimental, se o ensaio de torção, como ensaio de resistência de interfaces adesivas, seria capaz de levar os espécimes à ruptura sob tensões de cisalhamento e se ele seria vantajoso em relação ao ensaio de cisalhamento. Material e Método: para a análise de tensões pelo método dos elementos finitos, os modelos tridimensionais dos dois ensaios foram constituídos por cilindro de compósito, uma camada de adesivo e um cilindro de dentina com maior diâmetro. Os espécimes foram simulados nos tamanhos convencional e micro, numa proporção de 5:1, exceto pela camada de adesivo, de espessura constante. Foram simulados dois módulos de elasticidade do cilindro de compósito (híbrido e baixa viscosidade) e, para os modelos de cisalhamento, variaram as distâncias entre o local de carregamento e a interface adesiva. Foram analisados os valores das tensões máxima principal e cisalhamento máximo e a proporção entre elas ao longo da interface dentina/adesivo; a direção dos vetores de tensão máxima principal; e o local dos picos de tensão. Na etapa experimental, foram construídos cilindros de compósito (híbrido e de baixa viscosidade) nos tamanhos convencional e micro, aderidos a uma superfície de dentina bovina por meio de três sistemas adesivos. O esforço de cisalhamento foi aplicado com fio ortodôntico a uma distância da interface adesiva baseada na literatura e, para os ensaios de torção e microtorção, foram desenvolvidos dispositivos específicos para a aplicação do torque. Os resultados de tensão de ruptura foram submetidos à análise de variância e teste de Tukey. Todas as superfícies de fratura foram analisadas por meio de microscopia eletrônica de varredura. As frequências das fraturas adesivas e coesivas foram submetidas ao teste exato de Fisher e relacionadas aos valores de tensão de ruptura experimentais, bem como suas características foram relacionadas às tensões observadas pelo método dos elementos finitos. Os parâmetros experimentais de comparação entre os ensaios foram: poder de detecção de diferenças significantes entre os sistemas adesivos; constância da classificação relativa dos mesmos ao alterar as configurações dos ensaios e frequências dos tipos de fratura. Resultados: ambos os ensaios apresentaram um estado complexo de tensões com distribuição nãouniforme. Não foi notada menor sensibilidade dos resultados do ensaio de torção às mudanças das configurações do teste, nem uma maior capacidade para detectar diferenças significantes entre os adesivos do que o ensaio de cisalhamento. O ensaio de torção apresentou maior dificuldade de execução prática e maiores frequências de fraturas coesivas, porém, estas ocorreram mais no cilindro de compósito, enquanto no cisalhamento, ocorreram mais na dentina. Não houve certeza sobre o tipo de tensão que tenha levado à fratura nos dois tipos de ensaio. Conclusões: embora não se tenha certeza se o ensaio de torção leva à ruptura sob tensões de cisalhamento e tenham sido notadas desvantagens práticas de execução do ensaio, este apresenta uma característica que sugere novos estudos: ocorrência de fraturas coesivas principalmente no cilindro de compósito, o que poderia, talvez, ser resolvido com o reforço do material do cilindro.Objective: verify, by finite element analysis (FEA) and laboratorial tests, if the torsion bond strength test is able to lead adhesive interface to fracture under shear stress and if it would be more advantageous than wire-loop shear test. Material and method: for stress analysis by finite element method, the 3D models of both tests consisted of a resin composite cylinder, an adhesive layer and a dentin cylinder with a larger diameter. The specimens were simulated with both conventional and micro sizes, in a 5:1 ratio, except for the adhesive layer, kept in a constant thickness. Two values of elastic modulus were simulated for the composite cylinder (hybrid and flowable). For the shear models, different distances were simulated between the load point and the adhesive interface. The values of maximum principal and maximum shear stresses and the ratio between both types were analyzed along the adhesive interface, as well as the maximum principal vectors direction and the local of stress peaks. For the laboratorial tests, cylinders of hybrid and flowable resin composite, in both micro and conventional sizes, were adhered onto dentin surfaces by means of 3 adhesive systems. The shear load was applied with a metallic wire-loop at distances from the interface based on literature and, for the torsion test, the torque was applied by specific apparatus developed for that. The values of bond strength were submitted to analysis of variance and Tukeys test. Fracture surfaces were analyzed by scan electron microscopy. The frequencies of fracture types were compared by Fishers test and its relationship with bond strength values were verified, as well as the relationship between fracture features and stresses results obtained by FEA. The experimental parameters for comparison between both tests were: ability for detecting significant differences among the 3 adhesives, change of adhesives ranking while varying the test configuration and frequency of fracture types. Results: both tests showed non-uniform stress distribution. It was not noticed a lower sensibility of torsion test results to changes of the test configurations, nor a major ability for detecting significant differences among the adhesive systems than showed the shear test. The torsion test showed to be more difficult to execute and exhibited a higher frequency of cohesive fracture, however, that occurred most of the time in the composite cylinder, while it occurred mainly in dentin in shear test. There was no certainty about the kind of stress that lead to specimen fracture in both tests. Conclusions: although there was no certainty about the kind of stress that lead to specimen fracture and the major difficulty of execution of torsion test, this test exhibited a feature that suggests future studies: the occurrence of cohesive fracture mainly in the composite cylinder, which could be solved, maybe, by reinforcing the cylinder material.
7
Amiri, Soroush. "Bond strength and shear strength of fiber-reinforced self-consolidating concrete." Mémoire, Université de Sherbrooke, 2017. http://hdl.handle.net/11143/10190.
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Le béton auto-plaçant renforcé de fibres (BAPF) est l’un des récents développements dans le monde de la technologie du béton combinant les performances de l’auto-consolidation avec la ductilité post-pic et les nombreux avantages face à la fissuration grâce à la présence des fibres dans le béton. L’utilisation de BAPF accroît l’efficacité économique globale de la phase de construction en réduisant la main d’oeuvre, ou la consommation d’énergie requise, en accélérant la vitesse de construction, la réduction ou l’élimination de ferraillage conventionnel et à la simplification des détails et placement du ferraillage. Le BAPF a gagné en popularité dans ses utilisations durant les dernières années telles dans les tabliers de ponts, les poutrelles et les poutres.
En dépit de preuve d’amélioration de synergie entre la technologie d’auto-placement et l’ajout de fibres dans le BAPF, il est obligatoire de déterminer les propriétés convenables de ce matériau pour trouver les caractéristiques inappropriées dans le béton à l’état frais et durci. A cet égard, les défauts, tels l’agglomération de fibres, la ségrégation et la performance d’écoulement et le placement incorrects à cause de propriétés rhéologiques inappropriées à l’état frais, entraînent une réduction dans la résistance évaluée.
L’objectif principal de cette étude est d’évaluer les propriétés du béton auto-plaçant (BAP), des mélanges intégrant différentes teneurs en granulats et du BAPF (avec insertion de différents types et teneurs de fibres). Ceci peut aider au développement de BAPF avec une rhéologie adaptée et une performance mécanique adéquate incluant une résistance d’adhésion et de cisaillement convenable pour des applications structurelles. Dans le but d’évaluer l’effet des fibres sur les propriétés rhéologiques de BAP à l’état frais, des mélanges intégrant quatre types de fibres avec différents élancement (L/D) seront étudiés. Ces fibres incluent des crochets d’acier (STH 55/30), du fil d’acier tréfilé (STN 65/13), de la macro-fibre synthétique de propylène (PP 56/38) et de l’alcool polyvinylique (PVA 60/12) avec différentes teneurs volumiques (0.25%, 0.5%) ajoutées au BPA de référence. Tous les mélanges ont un rapport w/b fixé à 0,42 et la teneur en granulats grossiers est respectivement de 29, 32 et 35% par volume de béton.
Les caractéristiques de béton frais ont été évaluées en considérant l’affaissement, l'évaluation du temps d’écoulement (V-funnel), l'amplitude à l'écoulement du BAP (J-Ring), le tassement de surface et le rhéomètre ConTec. Les propriétés du béton durci, en particulier la résistance à la compression, la résistance à la traction par fendage, la résistance à la flexion, et le module élastique ont été évaluées. L’effet des types de fibres, des teneurs en fibres et en granulats sur la résistance à la rupture et la robustesse du BAP au cisaillement des mélanges optimisés, incluant le BAP de référence, le SCCAGG (32% and 35%), le FRSCC ST-H (0.25% and 0.5%), le FRSCCPP (0.25% and 0.5%), le PVA (0.25% and 0.5%) et le ST-N (0.25% and 0.5%) ont été testés en utilisant l’essai de cisaillement direct pour évaluer la résistance en cisaillement et la résistance résiduelle du béton. Les résultats des essais prennent en considération la capacité portante en cisaillement de l’élément structurel fabriqué à partir de BAPF. Les résultats des essais montrent que l’ajout de fibres était beaucoup plus efficace que l’accroissement de la teneur en agrégats sur la résistance au cisaillement du BAP. L’amélioration de la contrainte au cisaillement à la rupture comparée au mélange de référence est plus grande avec 16.3% pour l’ajout de fibre de type STN 0.5%, 15.8% pour l’ajout de fibre de type STH 0.5%, 14.92% pour l’ajout de fibre de type PP 0.5% et 7.73% pour l’ajout de fibre de type PVA 0.5%. De plus, l’ajout de fibres améliore le comportement post-pic en cisaillement du BPA en comparaison à l’augmentation de la teneur en granulats. L’augmentation de la teneur en fibres de 0.25% à 0.5%, par volume de béton, a amélioré la résistance et la ténacité au cisaillement, le comportement en flexion peu importe le type de fibres. Cette amélioration a été la plus élevée dans le cas du STH 0.5% et la plus basse pour des valeurs de PVA0.5%.
La réponse de la résistance à l’adhésion des barres d’armatures localisées à différentes hauteurs de l’élément de mur (effet top-bar) a été étudiée pour des mélanges optimisés; le BPA de référence, les mélanges ST-H 0.5, et PP 0.5 ont été testés à travers l’essai d’arrachement direct des barres coulées dans le large élément de mur. Utilisation de fibres de propylène et de fibres à crochets d’acier au BPA a légèrement augmenté le facteur de modification à l’adhérence (effet top-bar) de 1 dans le cas du BPA jusque 1,1 et 1,2 pour les fibres de propylène et de crochets d’acier respectivement. Les éléments de mur fabriqués à partir du mélange de BPA de référence a montré la distribution de résistance la plus uniforme avec moins de 5% de réduction de sa résistance à l’adhérence sur la hauteur. Ces pertes de résistance à l’adhérence pour les éléments de mur coulés avec du BPA intégrant les de fibres de propylène et de fibres à crochets d’acier sont respectivement de 10% et 20%.Abstract : Fiber reinforced self-consolidating concrete (FR-SCC) is one of the recent developments in the world of concrete technology which combines the self-consolidating performance with the post-peak ductility and multiple cracking advantages due to presence of fiber reinforcement in concrete. The use of FR-SCC increases the overall economic efficiency of the construction process by reducing the workforce, or energy consumption required, increasing speed of construction, reduction or elimination of the conventional reinforcement and to the simplification of reinforcement detailing and placement. The FR-SCC has gained increasing popularity applications in the last few years such as bridge decks, girders and beams. Despite the improvement evidence of synergy between self-consolidating technology and fiber addition in the FR-SCC, finding adequate properties of this material is mandatory to find any improper characteristics in the fresh and hardened states. In this regards, defects, such as fiber clustering, segregation and improper flow performance and placement due to improper rheological properties in the fresh state, which leads to reduction in strength, are evaluated. The main objective of this study is to evaluate some rheological and mechanical properties of self-consolidating concrete (SCC) mixtures with different aggregate contents and FR-SCC (incorporating different fiber types and contents). This can help to develop of FR-SCC with adapted rheology and proper mechanical performance including bond strength and shear strength for structural application. In order to evaluate the effect of fibers on rheological properties of SCC in the fresh state, mixtures incorporating four types of fibers with different aspect ratio (L/D) were investigated. The fibers included steel hooked (STH 55/30), steel drawn wire needles (STN 65/13), synthetic macro-fiber propylene (PP 56/38) and polyvinyl alcohol (PVA 60/12) with variety of volume content (0.25%, 0.5%) added to the SCC reference. All mixtures has a fixed w/b ratio of 0.42 and different coarse aggregate contents of 29, 32 and 35%, by volume of concrete. The fresh concrete characteristics were evaluated by considering the slump flow, V-funnel, J-Ring, surface settlement and ConTec rheometer. The hardened properties, mainly compressive strength, splitting tensile strength, flexural strength, flexural toughness, and modulus of elasticity were evaluated. The effect of fiber type, fiber content, and coarse aggregate content on ultimate shear load and shear toughness of the optimized mixtures. The mixtures including SCC reference, SCC with aggregate volume of 32% and 35% (SCCAGG 32% and SCCAGG 35%), SCC incorporating ST-H fibers with the dosages of 0.25% and 0.5% (FRSCC ST-H 0.25% and FRSCC ST-H 0.5%), SCC incorporating PP fibers with the dosages of 0.25% and 0.5% (FRSCC PP 0.25% and FRSCC PP 0.5%), SCC incorporating PVA fibers with the dosages of 0.25% and 0.5% (FRSCC PVA 0.25% and FRSCC PVA 0.5%) and SCC incorporating ST-N fibers with the dosages of 0.25% and 0.5% (FRSCC ST-N 0.25% and FRSCC ST-N 0.5%) were tested using the direct shear push-off test to evaluate shear strength and residual shear strength of the concrete. These test results could be used in the shear load carrying capacity of the structural element made by FRSCC. The test results show that adding fiber was much more effective than increasing aggregate content on the shear strength behaviour of SCC. The ultimate shear stress improvement of the mixtures incorporating fiber compared to the SCC reference mixture were 16.3% for STN 0.5%, 15.8% for STH 0.5%, 14.92% for PP 0.5%, and 7.73% for PVA 0.5% mixture. Moreover, adding fibers improved the post-peak shear behaviour of SCC compared to addition of aggregate content. Increasing the fiber content from 0.25% to 0.5%, by volume of concrete, improved shear strength, shear toughness and flexural toughness behaviour regardless of the fiber types. This enhancement was highest in the case of STH 0.5% and lowest values for PVA0.5%. The bond strength response of rebars located at different heights of the wall element (top-bar effect) investigated for optimized mixtures, including SCC reference, ST-H 0.5, and PP 0.5 mixtures was tested through direct pull-out test of rebars cast in the large wall elements. Adding propylene and steel hooked fibers to SCC is found to slightly increase the bond modification factor (top-bar effect) from 1 in the case of SCC up to 1.1 and 1.2 for propylene and steel hooked fibers, respectively. The wall elements made with SCC reference mixture showed the most uniform bond strength distribution and had less than 5% reduction of bond strength along the height. These bond strength losses for wall element cast with SCC incorporating 0.5 % of steel hooked fiber and that of propylen fiber with the same volume are 10% and 20%, respectively.
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Erzin, Yusuf. "Strength Of Different Anatolian Sands In Wedge Shear, Triaxial Shear, And Shear Box Tests." Phd thesis, METU, 2004. http://etd.lib.metu.edu.tr/upload/12604689/index.pdf.
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Past studies on sands have shown that the shear strength measured in plane strain tests was higher than that measured in triaxial tests. It was observed that this difference changed with the friction angle φ
cv at constant volume related to the mineralogical composition. In order to investigate the difference in strength measured in the wedge shear test, which approaches the plane strain condition, in the triaxial test, and in the shear box test, Anatolian sands were obtained from different locations in Turkey. Mineralogical analyses, identification tests, wedge shear tests (cylindrical wedge shear tests (cylwests) and prismatic wedge shear tests (priswests)), triaxial tests, and shear box tests were performed on these samples. In all shear tests, the shear strength measured was found to increase with the inclination &
#948
of the shear plane to the bedding planes. Thus, cylwests (&
#948
= 60o) iii yielded higher values of internal friction &
#966
by about 3.6o than priswests (&
#948
= 30o) under normal stresses between 17 kPa and 59 kPa. Values of &
#966
measured in cylwests were about 1.08 times those measured in triaxial tests (&
#948
&
#8776
65o), a figure close to the corresponding ratio of 1.13 found by past researchers between actual plane strain and triaxial test results. There was some indication that the difference between cylwest and triaxial test results increased with the &
#966
cv value of the samples. With the smaller &
#948
values (30o and 40o), priswests yielded nearly the same &
#966
values as those obtained in triaxial tests under normal stresses between 20 kPa and 356 kPa. Shear box tests (&
#948
=0o) yielded lower values of &
#966
than cylwests (by about 7.9o), priswests (by about 4.4o), and triaxial tests (by about 4.2o) under normal stresses between 17 kPa and 48 kPa. It was shown that the shear strength measured in shear box tests showed an increase when &
#948
was increased from 30o to 60o
this increase (about 4.2o) was of the order of the difference (about 3.6o) between priswest (&
#948
= 30o) and cylwest (&
#948
= 60o) results mentioned earlier. Shear box specimens with &
#948
= 60o, prepared from the same batch of any sample as the corresponding cylwests, yielded &
#966
values very close to those obtained in cylwests.
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Lalani, Nazir. "Polymerization with the argon laser curing time and shear bond strength /." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1998. http://www.collectionscanada.ca/obj/s4/f2/dsk2/tape17/PQDD_0007/MQ30666.pdf.
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Alonso, Alexandre Abdalla [UNESP]. "Estudo comparativo da influência de três diferentes métodos de fundição na resistência da interface metal-cerâmica, por meio do teste de cisalhamento." Universidade Estadual Paulista (UNESP), 2006. http://hdl.handle.net/11449/97411.
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Este trabalho avaliou a influência de três diferentes métodos de fundição (maçarico e centrífuga elétrica - G1, indução eletromagnética - G2 e plasma - G3), sobre a interface de uma liga metálica de Pd-Ag-Sn e uma cerâmica odontológica de cobertura. Foram encerados para cada método de fundição 30 padrões em cera. Os padrões em cera foram incluídos e fundidos de acordo com as especificações de cada fabricante de equipamentos de fundição. Após o processo de sinterização da cerâmica, os corpos de prova (CP) foram divididos em dois subgrupos. Um subgrupo foi submetido diretamente ao ensaio mecânico de cisalhamento, e o outro recebeu ciclagem térmica e mecânica, seguido do ensaio mecânico de cisalhamento. Então, para cada método de fundição (n=24), metade dos CP receberam ciclagem térmica e mecânica (n=12), e a outra metade os CP não foram ciclados. Após o cisalhamento, os CP foram examinados em estereomicroscópio, para verificação do padrão de fratura. Os valores coletados durante o ensaio de cisalhamento receberam análise estatística, (ANOVA e teste de Tukey), com nível de significância de 5%. Os resultados mostraram os seguintes valores (média l desvio padrão), para os subgrupos sem ciclagem: 108,35 l 22,97 MPa para o maçarico; 103,64 l 28,28 MPa para a indução; 93,79 l 11,07 MPa para o plasma; para o sub grupo com ciclagens: 97,96 l 18,30 MPa para o maçarico; 62,34 l 11,26 MPa para a indução; e 58,10 l 10,66 MPa para o plasma. Conclui-se que os grupos Plasma com ciclagem e Indução com ciclagem apresentam médias dos resultados semelhantes e menores que os demais.
The aim of this study was to evaluate the three differents methods of melting (gas oxygen torch and eletrical centrifuge G1, Induction electrical centrifuge G2 e automated casting machine with gas argon - G3), between the interface of the Pd-Ag-Sn alloy, and a dental ceramic. Thirty standardized specimens were waxed for each method of melting. The specimens were included and melted in agreement with each manufacturer's melting equipments specifications. Following a feldspatic ceramic was applied over the metal copping, according to the manufacturers' instructions The specimens were divided in two subgroups. One subgroup was directly submitted to the shear bond strength test; and the other subgroup was thermo-cycled, mechanic-cycled, followed by the shear bond strength test. The fractured specimens were evaluated under a stereoscopic loup (20 X magnification), and the type of fracture recorded. The data collected during the shear bond strength test were submitted to ANOVA and Tukey's test statistical analysis with 5% level of significantly. The results showed the following values (mean l S.D.), for the sub groups without cycling: 108,35 l 22,97 MPa by gas oxygen torch and eletrical centrifuge, 103,64 l 28,28 MPa by Induction electrical centrifuge, 93,79 l 11,07 MPa by automated casting machine with gas argon and for the sub group with cycling 97,96 l 18,30 MPa by gas oxygen torch and electrical centrifuge, 62,34 l 11,26 MPa by Induction electrical centrifuge, and 58,10 l 10,66 MPa by automated casting machine with gas argon. Considering this study we can conclude that the automated casting machine with gas argon with cycling and Induction electrical centrifuge with cycling presents similar averages and lower than the others groups.
Books on the topic "Shear bond strength test"
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Bourke, Brian. Factors affecting the shear bond strength of orthodontic brackets to porcelain. Birmingham: University of Birmingham, 1997.
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Mohammad, Louay N., Mostafa A. Elseifi, Ramendra Das, and Wei Cao. Validation of the Louisiana Interlayer Shear Strength Test for Tack Coat. Washington, D.C.: Transportation Research Board, 2018. http://dx.doi.org/10.17226/25123.
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Mohammad, Louay N., Mostafa A. Elseifi, Ramendra Das, and Wei Cao. Validation of the Louisiana Interlayer Shear Strength Test for Tack Coat. Washington, D.C.: Transportation Research Board, 2018. http://dx.doi.org/10.17226/25458.
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Hanhijarvi, Antti. Computational optimisation of test specimen for planar shear strength tests of wood based panels. Espoo, Finland: VTT, Technical Research Centre of Finland, 1998.
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Crews, John H. Measurement of multiaxial ply strength by an off-axis flexure test. Hampton, Va: National Aeronautics and Space Administration, Langley Research Center, 1992.
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Crews, John H. Measurement of multiaxial ply strength by an off-axis flexure test. Hampton, Va: National Aeronautics and Space Administration, Langley Research Center, 1992.
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Sharma-Sayal, Seema K. The influence of bracket base design on shear bond strength of brackets bonded to bovine enamel. [Toronto: University of Toronto, Faculty of Dentistry], 1999.
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Choi, Sung Rak. Dependency of shear strength on test rate in SiC/BSAS ceramic matrix composite at elevated temperature. [Cleveland, Ohio: NASA Glenn Research Center, 2003.
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Caldwell, Richard E. Investigations into the factors affecting the shear bond strength of multiple component and single bottle dentin bonding systems to dentin. [Toronto: Faculty of Dentistry, University of Toronto], 2000.
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Mahal, Raj-Deep Singh. A standardized approach to determine the effect of thermocycling and long term storage on the shear bond strength of orthodontic brackets cemented to bovine enamel. [Toronto: Faculty of Dentistry, University of Toronto], 2000.
Find full textBook chapters on the topic "Shear bond strength test"
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Madhavi, K., M. V. Renuka Devi, K. S. Jagadish, and S. M. Basutkar. "Shear Bond Strength of Brick Masonry." In Lecture Notes in Civil Engineering, 583–90. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6969-6_50.
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Libby, James R. "Flexural-Shear Strength, Torsional Strength, and Bond of Prestressed Reinforcement." In Modern Prestressed Concrete, 213–88. Boston, MA: Springer US, 1990. http://dx.doi.org/10.1007/978-1-4615-3918-6_6.
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Mir, Bashir Ahmed. "Shear Strength of Soils by Triaxial Test." In Manual of Geotechnical Laboratory Soil Testing, 307–72. Boca Raton: CRC Press, 2021. http://dx.doi.org/10.1201/9781003200260-15.
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Sbroglia, R. M., R. A. R. Higashi, M. S. Espíndola, V. S. Muller, and P. Betiatto. "Use of Borehole Shear Test to Obtain Shear Strength Data Comparison to Direct Shear Test." In IAEG/AEG Annual Meeting Proceedings, San Francisco, California, 2018—Volume 6, 145–51. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-93142-5_20.
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Tashiro, Naoki, Zentaro Furukawa, and Kiyonobu Kasama. "Bioelectric Potential of Plant Undertaking Shear Strength on Shear Test." In Lecture Notes in Civil Engineering, 1001–6. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-15-2184-3_131.
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Kobayashi, I., H. Ohta, M. Hirata, and A. Iizuka. "Shear strength mobilization in shear box test under constant volume." In Slope Stability Engineering, 763–68. London: Routledge, 2021. http://dx.doi.org/10.1201/9780203739600-19.
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von Maubeuge, Kent P., and Henning Ehrenberg. "Peel and Shear Test Comparison and Geosynthetic Clay Liner Shear Strength Correlation." In Current and Future Practices for the Testing of Multi-Component Geosynthetic Clay Liners, 1–13. 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959: ASTM International, 2013. http://dx.doi.org/10.1520/stp156220120098.
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Umetsu, Kimio. "Strength Properties of Sand by Tilting Test, Box Shear Test and Plane Strain Compression Test." In Soil Stress-Strain Behavior: Measurement, Modeling and Analysis, 215–24. Dordrecht: Springer Netherlands, 2007. http://dx.doi.org/10.1007/978-1-4020-6146-2_6.
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Bouassida, Mounir, and Dalel Azaiez. "On the Determination of Undrained Shear Strength from Vane Test." In Advancements on Sustainable Civil Infrastructures, 50–68. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-96241-2_5.
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Zomorodian, Seyed Mohammad Ali, and Ahmad Faghihi. "Shear Strength and Volume Change of Unsaturated Collapsible Soil by CW Test." In Unsaturated Soils: Research and Applications, 279–86. Berlin, Heidelberg: Springer Berlin Heidelberg, 2012. http://dx.doi.org/10.1007/978-3-642-31116-1_38.
Full textConference papers on the topic "Shear bond strength test"
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M. Jafarlou, Davoud, Gehn Ferguson, Aaron Nardi, Victor Champagne, and Ian R. Grosse. "Cold Spray Deposition of Pure Titanium Coating Onto High Strength Substrate With Ultra-High Bond Strength." In ASME 2019 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2019. http://dx.doi.org/10.1115/imece2019-11689.
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Abstract Cold spray (CS) is a relatively new spray coating technology which has opened up a new avenue for deposition of bulk coatings with a thickness in the millimeter range. The unique bonding mechanism of the CS process facilitates deposition of commercially pure titanium (CP-Ti) on a wide range of substrates including high strength alloys. In this paper we present a multi-stage bond coat deposition process using a mixture of ultra-hard ceramic beads and CP-Ti prior to the top CP-Ti coating deposition to produce a coating layer with promising bond strength. In addition, three combinations of the carrier gas temperature (450, 540, and 550 °C), and pressure (2.5 and 3.8 MPa) were considered for maximizing bond strength. The relationship between bond strength and surface roughness was also examined. The shear test results indicated a significant high bond strength of approximately 195 MPa for the gas pressure of 3.8 MPa and temperature of 450 °C owing to the newly introduced bond coat deposition method. The relatively high bond strength is explained by the beneficial effect of multi-stage bond coat prior to the deposition of the bond coat. The results also indicated a tradeoff between bond strength and obtained surface roughness.
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Farrag, Khalid, and Kevin Stutenberg. "Long-Term Evaluation of the Bonding Strength of Composite Repairs." In 2012 9th International Pipeline Conference. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/ipc2012-90071.
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The long-term performance of composite repair systems depends on their structural integrity and interaction with the carrier pipe. The adhesives used in the composites are critical components that not only bond the repair to the pipe, but also bond the individual layers of the repair to one another. The durability of the inter-laminate adhesive bond is required to ensure adequate load transfer between the pipe and the composite layers over the predicted lifetime of the repair. A testing program was performed to evaluate the shear strength of the adhesives used in composite repairs. The testing program evaluated the performance of seven commercially-available composite repair systems and it consisted of short-term and long-term shear tests on the adhesives and cathodic disbondment tests on the repair systems. The long-term shear tests were performed for 10,000 hours on samples submerged in a water solution with pH value of 9 and at various loading levels at temperatures of 70°F, 105°F and 140°F. The results of the long-term tests at elevated temperatures were extrapolated to predict the shear strengths at longer durations. The 20-year shear strengths of the composites were estimated using: (a) direct extrapolation of the best-fit curves and (b) the application of the rate process procedure. The results demonstrated the significant effect of temperature on the bond strength of the composites and provided a comparative analysis to evaluate the long-term shear strength and cathodic disbondment of the composite repair systems.
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Asadizanjani, Navid, Domenic Forte, and Mark Tehranipoor. "Nondestructive Bond Pull and Ball Shear Failure Analysis Based on Real Structural Properties." In ISTFA 2016. ASM International, 2016. http://dx.doi.org/10.31399/asm.cp.istfa2016p0588.
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Abstract Bond pull testing, a well-known method in the failure analysis community, is used to evaluate the integrity of an electronic microchip as well as to detect counterfeit ICs. Existing bond pull tests require that the microchip be de-capsulated in order to obtain physical access to the bond wires in the IC package. Bond pull analysis based on simulation and finite element methods also exists but relies on the original model for a bond wire from a CAD design. In this work, we introduce X-ray tomography imaging with 700nm imaging resolution to acquire the 3D geometry details of bond wires non-destructively. Such information can be used to develop more accurate models for finite element analysis based on real size and structure. Therefore, one can test the bond wire strength as a proof of concept for virtual mechanical testing and counterfeit detection in microchips.
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Cho, Y. J., M. B. Han, J. S. Bae, I. J. Choi, D. S. Choi, H. G. Noh, S. J. Yoo, and G. H. Jang. "Evaluation of Mechanical Reliability of Micro Bump in Semiconductors Through a Shear Test." In ASME 2021 30th Conference on Information Storage and Processing Systems. American Society of Mechanical Engineers, 2021. http://dx.doi.org/10.1115/isps2021-65058.
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Abstract Micro bump in semiconductor devices is an element to connect silicon dies with through-silicon via to be stacked on each other. The failure of these micro bumps is directly related to the reliability of semiconductors. Of the various mechanical tests, a shear test is commonly used to evaluate mechanical reliability because it provides relatively simple and reliable evaluation data. This paper investigated the failure modes of micro bump due to the structure of micro bumps and tip speed through finite element analysis and shear test. A shear test was conducted for four structures of micro bumps with the radius of 25 μm using a Dage4000+ bond tester under two tip speeds. A finite element model representing the shear test was developed by ANSYS and the analysis was conducted under the same conditions as the experiment. It shows that tungsten via are effective in increasing shear strength of micro bump. Moreover, it also proposes a robust design to increase shear strength of a micro bump.
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Weed, Joshua D., and William Jordan. "Interfacial Shear Strength of Banana Fiber in Low-Density Polyethylene." In ASME 2013 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/imece2013-64770.
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The increasing social pressure for biodegradable, sustainable, and environmentally-friendly products has launched the use of natural fibers in fiber reinforced polymer composites. Unfortunately, due to the integration of organic material in thermoplastic components, the fiber-matrix interfacial bonding is poor. While the organic material is hydrophilic, able to absorb water, the majority of polymer matrices are hydrophobic, unable to bond with water. The interfacial shear strength, a quantity to measure this bonding, has been shown to be improved through morphological and chemical treatment. In this context, the interfacial shear strength of banana fiber in low-density polyethylene has not been fully characterized. The aim of this study is to identify and optimize the interfacial shear strength of banana fiber in a polymer matrix through a polymer-compatibilization technique. For characterization of the fiber-matrix interfacial bonding, a commonly used micromechanical technique, the pull-out test, is used. While these initial results range from 0.4 MPa to 1.5 MPa, multiple samples exhibit greater than 30% improvement in interfacial bonding. The results reveal a need for a more exact measurement method; however, they also reveal the potential use of polymer-compatibilization as a replacement to fiber-modification treatments.
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Jagatap, Shraddha, and Sayed A. Nassar. "Effect of Autoclave Process Variables on Film Adhesive Bond With Polycarbonate Adherends." In ASME 2018 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/pvp2018-84917.
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This study investigates the effect of autoclave curing process variables on the bond strength between film adhesive and polycarbonate adherends. Bond strength is measured in terms of the tensile shear load transfer capacity (LTC). Studied variables include cure temperature, cure pressure and their respective rates as well as the duration of cure time. Test coupons are made of two layers’ polycarbonate lexan adherends that are autoclave-bonded using aliphatic polyether film adhesive (Huntsman PE399). The relative significance of variables and variable combinations are investigated for their effect on the bond strength. Experimental test data shows interaction between autoclave variable cure temperature in combination with cure time, temp ramp rate and pressure ramp rate have significant effect on bond strength and failure mode.
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Saiyed, S., S. A. Kudtarkar, R. Murcko, and K. Srihari. "Assessment of 20 Micrometer Diameter Wires for Wire Bond Interconnect Technology." In ASME 2007 InterPACK Conference collocated with the ASME/JSME 2007 Thermal Engineering Heat Transfer Summer Conference. ASMEDC, 2007. http://dx.doi.org/10.1115/ipack2007-33691.
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In the domain of wire bonding technology, the size and pitch of bond pads and ball bonds are shrinking to accommodate the demand for higher I/Os and increased functionality per chip area. This trend serves as a catalyst for bonding wire manufacturers to continuously develop lower diameter bonding wires. One mil (25 μm) diameter bonding wire, used widely in this interconnection technique, is now being replaced by 0.8 mil (20 μm) diameter bonding wire. In keeping with the need for higher operating speeds and higher temperatures for today’s ICs, the reliability of ball bonds formed by small diameter wires is of concern and requires investigation. This study explores the effects of 0.8 mil (20 μm) diameter bonding wire on the wire bond ball joint reliability and compares these effects with 1.0 mil (25 μm) diameter bonding wire. The reliability of the ball bonds was assessed using mechanical tests (wire pull and ball shear) for units subjected to stress tests such as the unbiased highly accelerated stress test and high temperature storage tests. The results of this investigation reveal that both the wire diameters are able to sustain their integrity after moisture testing. But, the bond strength degrades after high temperature tests due to the Kirkendall voiding mechanism occurring between gold wire and the aluminum bond pad.
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Nakamori, Riko, Yuki Kageyama, and Nozomu Baba. "Experimental Study on Behavior of Shear Connectors Embedded in Steel-Reinforced Concrete Joints." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7124.
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This paper presents an experimental study on the behavior of shear connectors embedded in steel-reinforced concrete joints. In steel-reinforced concrete joints, the shear connectors are commonly used to transfer longitudinal shear forces across the steel-concrete interface. Further, in Japan, some studies in recently have also been undertaken to apply perfobond rib shear connector (PBL), which is a type of shear connectors developed in civil engineering, to the steel-reinforced concrete joints in building structures. To clarify the influence of the arrangement methods of headed studs and PBLs to reinforced concrete member on the joints, T-shaped subassembrages were tested under the monotonic tensil loading.This experiment is constituted of the following; Exp. I: Bond strength across the steel-concrete interface. Exp. II: Arrangement methods of these shear connectors to reinforced concrete member. The following can be drawn from the test results 1) The experimental values of the average maximum and residual bond strength are 0.230-0.280 and 0.15-0.18 N/mm2, respectively. 2) When the distance of between the upper surface of the reinforced concrete member from the first layer for headed studs are small, the failure mode of the specimens is similar to a concrete-cone type failure. 3) In case that the total number of headed studs or the hole provided to PBL is the same, the maximum load of the specimen with the parallel arrangement is larger than that of when shear connecters are vertically arranged. 4) The shear strength of headed studs in the joints embedded the steel member in the reinforced concrete member is estimated by superposing the average residual bond strength across the steel-concrete interface.
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Isabegović, Jasmin, and Hasan Okanović. "LABORATORY GEOMECHANICAL TESTS OF LIMIT SHEAR STRENGTH OF LIMESTONE FROM THE LOCATION PONIKVA NEAR GACKO." In GEO-EXPO 2020. DRUŠTVO ZA GEOTEHNIKU U BOSNI I HERCEGOVINI, 2020. http://dx.doi.org/10.35123/geo-expo_2020_15.
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The samples that are the subject of laboratory tests of shear strength are from the area of Ponikve – Gacko and mineralogically-petrographically are defined predominantly as sedimentary bound carbonate rocks - limestone, crystalline structures and massive textures. Also, in the mentioned limestones, transitions to sedimentary bound carbonate rocks with conglobrecs and breccias were found. The samples are characterized by a high content of CaCO3. The samples are without macroscopically visible stratification, laminae or cracks, so the test method according to the standard JUS.B.B7.130 was applied. This method involves the preparation of samples of appropriate shapes and dimensions which are placed in molds and subjected to shear at certain angles in the range of 30° to 70 °. The principle is to determine the maximum force at which the test body breaks in the matrix of the test device for different angles. Using the mean test results of several samples for each test angle, it is possible to construct a shear strength limit curve. Shear angles of 30°, 45° and 60 ° were used in the tests and a total of 10 tests were performed for each angle. Based on the performed tests and statistical processing of the results, the shear strength of limestone from the Ponikva area was determined.
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Salehi, Saeed. "Applicability of Geopolymer Materials for Well P&A Applications." In ASME 2017 36th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/omae2017-62351.
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Previous research on application of geopolymers in oil/gas wells is mainly unsuccessful due to failure to achieve a reasonable thickening time. This study presents geopolymer composite mixtures that have high compressive and shear bond strength, enhanceed thickening time, high durability, and reasonable shrinkage. Class F fly ash geopolymers are used for developing samples with different mix designs in this work. Class H Portland cement is used as a controller on all the tests conducted in this work. Tests conducted in this research include: unconfined compressive strength (UCS), shear bond strength, thickening time, and durability tests. Results indicate temperature as a crucial factor affecting the thickening time of geopolymer mix slurry. More than four hours thickening time is achieved by optimizing mix design and applying a developed mix of superplasticizer and retarder. UCS testing indicates a high compressive strength after one and fourteen days of curing for geopolymer mixtures. More than 6000 psi strength is achieved in long term (28 days curing). This indicates strength gained over time, for geopolymer mixture, where strength retrogression effects are observed for Portland cements. Results also reveal higher shear bond strength for Geopolymer mix, which can better tolerate de-bonding issues. Additionally, more ductile material behavior and higher fracture toughness, were observed for optimum geopolymer mixes. Final observations confirm applicability of these materials for oil and gas well cementing with circulating temperatures up to 300°F.
Reports on the topic "Shear bond strength test"
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MEACHAM JE. SHEAR STRENGTH MEASURING EQUIPMENT EVALUATION AT THE COLD TEST FACILITY. Office of Scientific and Technical Information (OSTI), September 2009. http://dx.doi.org/10.2172/964366.
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Knab, L. I., and C. B. Spring. Evaluation of test methods for measuring the bond strength of Portland-cement based repair materials to concrete. Gaithersburg, MD: National Bureau of Standards, 1988. http://dx.doi.org/10.6028/nbs.ir.88-3746.
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Rahman, Shahedur, Rodrigo Salgado, Monica Prezzi, and Peter J. Becker. Improvement of Stiffness and Strength of Backfill Soils Through Optimization of Compaction Procedures and Specifications. Purdue University, 2020. http://dx.doi.org/10.5703/1288284317134.
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Vibration compaction is the most effective way of compacting coarse-grained materials. The effects of vibration frequency and amplitude on the compaction density of different backfill materials commonly used by INDOT (No. 4 natural sand, No. 24 stone sand, and No. 5, No. 8, No. 43 aggregates) were studied in this research. The test materials were characterized based on the particle sizes and morphology parameters using digital image analysis technique. Small-scale laboratory compaction tests were carried out with variable frequency and amplitude of vibrations using vibratory hammer and vibratory table. The results show an increase in density with the increase in amplitude and frequency of vibration. However, the increase in density with the increase in amplitude of vibration is more pronounced for the coarse aggregates than for the sands. A comparison of the maximum dry densities of different test materials shows that the dry densities obtained after compaction using the vibratory hammer are greater than those obtained after compaction using the vibratory table when both tools were used at the highest amplitude and frequency of vibration available. Large-scale vibratory roller compaction tests were performed in the field for No. 30 backfill soil to observe the effect of vibration frequency and number of passes on the compaction density. Accelerometer sensors were attached to the roller drum (Caterpillar, model CS56B) to measure the frequency of vibration for the two different vibration settings available to the roller. For this roller and soil tested, the results show that the higher vibration setting is more effective. Direct shear tests and direct interface shear tests were performed to study the impact of particle characteristics of the coarse-grained backfill materials on interface shear resistance. The more angular the particles, the greater the shear resistance measured in the direct shear tests. A unique relationship was found between the normalized surface roughness and the ratio of critical-state interface friction angle between sand-gravel mixture with steel to the internal critical-state friction angle of the sand-gravel mixture.