• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 2001년도 가을 학술발표회 논문집
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• pp.423-426
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• 2001

In this paper a large scale direct tension test of plain concrete is represented. Two independently controlled actuators were used to ensure a homogeneous tensile field and to avoid secondary flexural stresses. Fracture energies evaluated by a classical prediction equation and this test are compared. The result indicated that the classical prediction equation is not adequate to predict the fracture energy of large sized specimens. From this test, it was determined that the fracture energy obtained from large scale direct tension tests is significantly higher than the one obtained in wedge splitting tests on laboratory sized specimens. But the tensile strength was about half the value determined from splitting tensile strength test with cylindrical specimens.

• 대한치과교정학회지
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• 제12권1호
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• pp.15-20
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• 1982

저자는 비교적 최근내 개발되어 시판되고있는 3가지 교정용 접착제를 교정을 위해 발치한 25개씩의 소구치에 접착하여 24시간후에 인장강도를 측정한 결과, 다음과 같은 결론을 얻었다. 각 제품의 평균인장강도는 교정력과 구강내에서 발생할 수 있는 외력의 합인 $29kg/cm^2$ 보다 높았으며, 제품C는 제품B, A보다 통계학적으로 높은 인장강도를 보이나, 제품B와 제품A는 통계학적으로 유의한 차가 없었다. 접착제가 떨어진 양상은 접착제가 치아와 bracket에 부분적으로 붙어서 떨어진 것이 가장 많았고 $(68\%)$, 접착제가 bracket에만 붙어서 떨어진 것 $(22.7\%)$, 접착제가 치아에만 붙어서 떨어진 것$(9.3\%)$순으로 나타났다.

• Geomechanics and Engineering
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• 제24권4호
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• pp.349-358
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• 2021

The Brazilian test has been widely used to determine the indirect tensile strength of rock, concrete and other brittle materials. The basic assumption for the calculation formula of Brazilian tensile strength is that the elastic moduli of rock are the same both in tension and compression. However, the fact is that the elastic moduli in tension and compression of most rocks are different. Thus, the formula of Brazilian tensile strength under the assumption of isotropy is unreasonable. In the present study, we conducted Brazilian tests on flat disk-shaped rock specimens and attached strain gauges at the center of the disc to measure the strains of rock. A tension-compression bi-modular model is proposed to interpret the data of the Brazilian test. The relations between the principal strains, principal stresses and the ratio of the compressive modulus to tensile modulus at the disc center are established. Thus, the tensile and compressive moduli as well as the correct tensile strength can be estimated simultaneously by the new formulas. It is found that the tensile and compressive moduli obtained using these formulas were in well agreement with the values obtained from the direct tension and compression tests. The formulas deduced from the Brazilian test based on the assumption of isotropy overestimated the tensile strength and tensile modulus and underestimated the compressive modulus. This work provides a new methodology to estimate tensile strength and moduli of rock simultaneously considering tension-compression bi-modularity.

• 대한건축학회논문집:구조계
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• 제35권3호
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• pp.27-33
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• 2019

The purpose of this study is to provide and evaluate the tensile properties of masonry element such as tensile strength, strain, modulus of elasticity and stress-strain relationship through the direct tension test with varies of mortar strength. From the experiment, the tension fracture was observed along the interfaces between the brick and the mortar. Tension properties of masonry element was significantly affected by compressive strength of mortar, $f_m$, indicating that higher tensile strength and modulus of elasticity of masonry element were obtained with increase of $f_m$. The strain of a masonry element was inversely proportional to $f_m$ due to the lower ductility of a higher mortar strength. A tensile stress-strain relationship of masonry element was generalized based on the numerical analysis and the regression analysis using test data. The proposed model shows fairly good agreement with the test measurements.

• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 2004년도 춘계 학술발표회 제16권1호
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• pp.304-307
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• 2004

Direct tensile tests were carried out for the tensile members of MMA-modified polymer concrete with different steel kinds and steel diameters and steel ratios to figure out the effect of tensile strength of polymer concrete. In the experiments, MMA-modified polymer concrete with $1000\;kgf/cm^2$ of compressive strength, steel with $5200\;kgf/cm^2$ of tensile strength, and the tensile members with 100 cm of constant length were used. Experimental results showed that, regardless of steel kinds, diameters and steel content, the strain energy exerted by concrete till the initial crack was $14-15\%$ of the total energy till the point of yield: The energy was much larger than the one of high-strength cement concrete. The behaviors of tensile members of MMA-modified polymer concrete were in relatively good agreement with the model suggested by Gupta-Maestrini (1990), which was idealized by the effective tensile stress-strain relationship of concrete and the load-strain relationship of members, while those showed a big difference from CEB-FIP model and ACI-224 equation suggested for the load-displacement relationship that was defined as the cross sectional stiffness of effective axis. Modified ACI-224 model code about the load-displacement relationship for the tensile members of MMA-modified polymer concrete and theoretical equation for the polymer concrete tensile stiffness of polymer concrete suggested through the results of this study are expected to be used in an accurate structural analysis and resign for the polymer concrete structural members.

• 한국농공학회:학술대회논문집
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• 한국농공학회 2003년도 학술발표논문집
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• pp.387-390
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• 2003

Direct tensile tests were carried out for the tensile members of steel-reinforced polymer concrete with different steel diameters and steel ratios to figure out the effect of tensile strength of polymer concrete. In the experiments, polymer concrete with $1000kgf/cm^2$ of compressive strength, steel with $5200kgf/cm^2$ of tensile strength, and the tensile members with 100 cm of constant length were used. Experimental results showed that, regardless of steel diameters and steel content, the strain energy exerted by concrete till the initial crack was 14-15% of the total energy till the point of yield: The energy was much larger than the one of high-strength cement concrete. The behaviors of tensile members of steel-reinforced polymer concrete were in relatively good agreement with the model suggested by Gupta-Maestrini (1990), which was idealized by the effective tensile stress-strain relationship of concrete and the load-strain relationship of members, while those showed a big difference from CEB-FIP model and ACI-224 equation suggested for the load-displacement relationship that was defined as the cross sectional stiffness of effective axis. Modified ACI-224 model code about the load-displacement relationship for the tensile members of steel-reinforced polymer concrete and theoretical equation for the polymer concrete tensile stiffness of polymer concrete suggested through the results of this study are expected to be used in an accurate structural analysis and design for the polymer concrete structural members.

• 한국지반공학회논문집
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• 제18권3호
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• pp.13-21
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• 2002

0.5% ~ 4.0%의 함수비를 가진 습윤모래의 인장강도 변화를 조사하기 위하여 개발된 인장 시험기를 이용한 일련의 실험을 수행하였다. 이러한 실험을 통하여 함수비, 상대밀도, 세립자 함유량 및 Precompression수준에 따라 모래의 인장강도는 변화하는 것으로 조사되었다. 함수비와 세립자 함유량이 증가함에 따라 인장강도는 증가하는 것으로 나타났다. 특히, 상대밀도가 증가함에 따라 인장강도의 증가 경향은 더욱 분명하게 나타났다. 그러나, 인장강도에 대한 상대밀도와 세립자의 효과는 실질적으로는 함수비에 따라 결정됨을 알 수 있었다. 낮은 함수비(w < 0.5%) 에서 모래의 인장강도에 미치는 상대밀도와 세립자의 영향은 감소하는 것으로 나타났다. 또한, 인장강도에 미치는 Precompression 효과도 실질적으로는 함수비에 의해 결정되며, Precompression의 크기와 기간의 영향은 상대적으로 적게 나타났다.

• Advances in concrete construction
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• 제7권4호
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• pp.241-247
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• 2019

In this paper the effect of bedding layer on the failure mechanism of rock in direct shear test has been investigated using particle flow code, PFC. For this purpose, firstly calibration of pfc2d was performed using Brazilian tensile strength. Secondly direct shear test consisting bedding layer was simulated numerically. Thickness of layers was 10 mm and rock bridge length was 10 mm, 40 mm and 60 mm. In each rock bridge length, bedding layer angles changes from $0^{\circ}$ to $90^{\circ}$ with increment of $15^{\circ}$. Totally 21 models were simulated and tested. The results show that two types of cracks develop within the model. Shear cracks and tensile cracks. Also failure pattern is affected by bridge length while shear strength is controlled by failure pattern. It's to be noted that bedding layer has not any effect on the failure pattern because the layer interface strength is too high.

• Fibers and Polymers
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• 제7권3호
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• pp.305-309
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• 2006

This research studies the factors which influence the tensile strength of tire cords. Five yam samples are made by changing the spinning conditions and viscosity to get various physical properties. Different twisting methods are introduced and the yams are twisted under different processing conditions for each twisting process. With the experimental results, various analyses are performed to find the important factors in retaining strength after the twisting process. SEM and optical microscopic photographs are taken along with some measurements to assist the analysis.

• 한국공간구조학회논문집
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• 제15권2호
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• pp.69-77
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• 2015

Ultra High Performance Fiber Reinforced Concrete (UHPFRC) has a outstanding tensile hardening behaviour after a crack develops, which gives ductility to structures. Existing shear strength model for fiber reinforced concrete is entirely based on crack opening behavior(mode I) which comes from flexural-shear failure, not considering shear-slip behavior(mode II). To find out the mode I and mode II behavior on a crack in UHPFRC simultaneously, maximum shear strength of cracked UHPFRC is investigated from twenty-four push-off test results. The shear stress on a crack is derived as variable of initial crack width and fiber volume ratio. Test results show that shear slippage is proportional to crack opening, which leads to relationship between shear transfer strength and crack width. Based on the test results a hypothesis is proposed for the physical mechanics of shear transfer in UHPFRC by tensile hardening behavior in stead of aggregate interlocking in reinforced concrete. Shear transfer strength based on tensile hardening behavior in UHPFRC is suggested and this suggestion was verified by comparing direct tensile test results and push-off test results.