• 한국농공학회지
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• 제7권1호
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• pp.861-876
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• 1965

During my stay in the Netherlands, I have studied the following, primarily in relation to the Mokpo Yong-san project which had been studied by the NEDECO for a feasibility report. 1. Unit hydrograph at Naju There are many ways to make unit hydrograph, but I want explain here to make unit hydrograph from the- actual run of curve at Naju. A discharge curve made from one rain storm depends on rainfall intensity per houre After finriing hydrograph every two hours, we will get two-hour unit hydrograph to devide each ordinate of the two-hour hydrograph by the rainfall intensity. I have used one storm from June 24 to June 26, 1963, recording a rainfall intensity of average 9. 4 mm per hour for 12 hours. If several rain gage stations had already been established in the catchment area. above Naju prior to this storm, I could have gathered accurate data on rainfall intensity throughout the catchment area. As it was, I used I the automatic rain gage record of the Mokpo I moteorological station to determine the rainfall lntensity. In order. to develop the unit ~Ydrograph at Naju, I subtracted the basic flow from the total runoff flow. I also tried to keed the difference between the calculated discharge amount and the measured discharge less than 1O~ The discharge period. of an unit graph depends on the length of the catchment area. 2. Determination of sluice dimension Acoording to principles of design presently used in our country, a one-day storm with a frequency of 20 years must be discharged in 8 hours. These design criteria are not adequate, and several dams have washed out in the past years. The design of the spillway and sluice dimensions must be based on the maximun peak discharge flowing into the reservoir to avoid crop and structure damages. The total flow into the reservoir is the summation of flow described by the Mokpo hydrograph, the basic flow from all the catchment areas and the rainfall on the reservoir area. To calculate the amount of water discharged through the sluiceCper half hour), the average head during that interval must be known. This can be calculated from the known water level outside the sluiceCdetermined by the tide) and from an estimated water level inside the reservoir at the end of each time interval. The total amount of water discharged through the sluice can be calculated from this average head, the time interval and the cross-sectional area of' the sluice. From the inflow into the .reservoir and the outflow through the sluice gates I calculated the change in the volume of water stored in the reservoir at half-hour intervals. From the stored volume of water and the known storage capacity of the reservoir, I was able to calculate the water level in the reservoir. The Calculated water level in the reservoir must be the same as the estimated water level. Mean stand tide will be adequate to use for determining the sluice dimension because spring tide is worse case and neap tide is best condition for the I result of the calculatio 3. Tidal computation for determination of the closure curve. During the construction of a dam, whether by building up of a succession of horizontael layers or by building in from both sides, the velocity of the water flowinii through the closing gapwill increase, because of the gradual decrease in the cross sectional area of the gap. 1 calculated the . velocities in the closing gap during flood and ebb for the first mentioned method of construction until the cross-sectional area has been reduced to about 25% of the original area, the change in tidal movement within the reservoir being negligible. Up to that point, the increase of the velocity is more or less hyperbolic. During the closing of the last 25 % of the gap, less water can flow out of the reservoir. This causes a rise of the mean water level of the reservoir. The difference in hydraulic head is then no longer negligible and must be taken into account. When, during the course of construction. the submerged weir become a free weir the critical flow occurs. The critical flow is that point, during either ebb or flood, at which the velocity reaches a maximum. When the dam is raised further. the velocity decreases because of the decrease\ulcorner in the height of the water above the weir. The calculation of the currents and velocities for a stage in the closure of the final gap is done in the following manner; Using an average tide with a neglible daily quantity, I estimated the water level on the pustream side of. the dam (inner water level). I determined the current through the gap for each hour by multiplying the storage area by the increment of the rise in water level. The velocity at a given moment can be determined from the calcalated current in m3/sec, and the cross-sectional area at that moment. At the same time from the difference between inner water level and tidal level (outer water level) the velocity can be calculated with the formula $h= \frac{V^2}{2g}$ and must be equal to the velocity detertnined from the current. If there is a difference in velocity, a new estimate of the inner water level must be made and entire procedure should be repeated. When the higher water level is equal to or more than 2/3 times the difference between the lower water level and the crest of the dam, we speak of a "free weir." The flow over the weir is then dependent upon the higher water level and not on the difference between high and low water levels. When the weir is "submerged", that is, the higher water level is less than 2/3 times the difference between the lower water and the crest of the dam, the difference between the high and low levels being decisive. The free weir normally occurs first during ebb, and is due to. the fact that mean level in the estuary is higher than the mean level of . the tide in building dams with barges the maximum velocity in the closing gap may not be more than 3m/sec. As the maximum velocities are higher than this limit we must use other construction methods in closing the gap. This can be done by dump-cars from each side or by using a cable way.e or by using a cable way.

• Advances in concrete construction
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• 제5권3호
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• pp.201-219
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• 2017

With the rapid growth in construction sector, it becomes all the more important to assess the amount of Construction and Demolition (C&D) waste being generated and analyze the practices needed to handle and use this waste before final disposal. This serves waste management and disposal issues, paving way to waste utilization in construction industry from the sustainability point of view. C&D waste constitutes a major bulk of total solid waste produced in the world. In this work, an attempt is made to study the performance of concrete using water soaked Recycled Coarse Aggregates (RCA) in replacement levels of 0%, 25%, 50%, 75% and 100% to Natural Coarse Aggregates (NCA). Experiments were designed and conducted to study the performance of RCA based concrete. Further suitable performance enhancement techniques to RCA based concrete were attempted, to achieve compressive strength at least equal to or more than that for no RCA based concrete (control concrete). Performance enhancement study is reported here for 50% and 100% RCA based concretes. All four techniques attempted have given favorable results encouraging use of RCA based concretes with full replacement levels, to adopt RCA based concrete in structural applications, without any kind of concern to the stake holder. Further attempts have also been made to use Recycled Fine Aggregates (RFA) with appropriate modifications to serve as fine aggregates in mortar and concrete. Using RFA blended with river sand fractions as well as RFA with Iron Ore Tailings (IOT) fractions, have given good results to serve as fine aggregates to the extent of 100% replacement levels in mortars and concretes.

• The Journal of Advanced Prosthodontics
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• 제8권5호
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• pp.372-379
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• 2016

PURPOSE. Alginate mixers available in the market do not have the automatic proportioning unit. In this study, an automatic proportioning unit for the alginate mixer and controller software were designed and produced for a new automatic proportioning unit. With this device, it was ensured that proportioning operation could arrange weight-based alginate impression materials. MATERIALS AND METHODS. The variation of coefficient in the tested groups was compared with the manual proportioning. Compression tension and tear tests were conducted to determine the mechanical properties of alginate impression materials. The experimental data were statistically analyzed using one way ANOVA and Tukey test at the 0.05 level of significance. RESULTS. No statistically significant differences in modulus of elastisity (P>0.3), tensional/compresional strength (P>0.3), resilience (P>0.2), strain in failure (P>0.4), and tear energy (P>0.7) of alginate impression materials were seen. However, a decrease in the standard deviation of tested groups was observed when the customized machine was used. To verify the efficiency of the system, powder and powder/water mixing were weighed and significant decrease was observed. CONCLUSION. It was possible to obtain more mechanically stable alginate impression materials by using the custom-made proportioning unit.

• 한국작물학회지
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• 제42권2호
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• pp.141-145
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• 1997

원적외선 복사 물질인 세라믹 분말을 벼 기계이앙상토에 혼합하였을 때 벼 유묘의 생장에 미치는 효과를 분석하고, 세라믹 분말의 적정혼합비를 구명하기 위하여 실험을 실시하였다. 공시 품종은 화성벼로 하였고, 세라믹 분말은 $Al_2$O$_3$계를 사용하였다. 시험한 결과를 요약하면 다음과 같다. 1. 시험에 사용한 세라믹 분말의 복사파장 범위는 6~11$mu extrm{m}$이었다. 2. 세라믹 분말의 혼합처리는 무처리에 비하여 초장이 뚜렷하게 증가하였다. 3. 세라믹 분말의 혼합처리는 모의 건물중을 증가시키는 것으로 나타났다. 4. 벼 유묘의 초장을 증가시키는 세라믹 분말의 추정 적정혼합비는 9.6%(240g)인 것으로 나타났다.

• Restorative Dentistry and Endodontics
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• 제47권3호
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• pp.28.1-28.12
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• 2022

Objectives: Metalloproteinase-inhibiting agents, such as chitosan, can prevent collagen degradation in demineralized dental substrates, thereby improving the adhesive interface. This study evaluated the bond strength (BS) and chemical and morphological characterization of the adhesive interface after applying chitosan solution to demineralized dentin. Materials and Methods: The 80 third molars were selected. Forty teeth underwent caries induction using the pH cycling method. The teeth were divided according to the treatment: distilled water (control) and 2.5% chitosan solution. The surfaces were restored using adhesive and composite resins. Half of the specimens in each group were aged, and the other half underwent immediate analyses. The teeth were sectioned and underwent the microtensile bond strength test (µTBS), and chemical and morphological analyses using energy-dispersive spectroscopy and scanning electron microscopy, respectively. Data analysis was performed using 3-way analysis of variance. Results: For µTBS, sound dentin was superior to demineralized dentin (p < 0.001), chitosan-treated specimens had higher bond strength than the untreated ones (p < 0.001), and those that underwent immediate analysis had higher values than the aged specimens (p = 0.019). No significant differences were observed in the chemical or morphological compositions. Conclusions: Chitosan treatment improved bond strength both immediately and after aging, even in demineralized dentin.

• 한국수자원학회:학술대회논문집
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• 한국수자원학회 2016년도 학술발표회
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• pp.360-360
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• 2016

도시 배수 시스템에서 유입유량이 관거의 만관 상태를 초과하거나 하류 흐름 때문에 발생하는 역류의 영향을 받는다면, 관거 시설은 과부하(surcharge) 상태인 압력흐름이 된다. 중력흐름 상태에서 맨홀의 수두 손실은 일반적으로 무시되지만, 과부하 맨홀에서의 수두 손실은 중요하며, 우수 관거 시스템의 전체 손실에 상당한 부분을 차지하게 된다. 이러한 현상은 여러 개의 맨홀을 가지는 도시 배수 시스템에서 특히 중요한 사항이 된다. 따라서 관거 시설 내 맨홀에서의 수리적 에너지 손실에 대한 연구와 보다 구체적인 설치 기준의 제시가 요구되고 있는 실정이다. 특히 배수관거 시스템의 하류부에 설치되는 4방향 합류맨홀은 맨홀으로 유입되는 주 유입관과 측면 유입관의 유입흐름의 영향으로 맨홀 내의 유수교란에 의한 흐름특성이 복잡하므로 이에 따른 흐름특성의 변화를 분석하고 에너지 손실을 연구할 필요가 있다. 그러므로 우수 관거 시스템의 우수 배제 능력을 증가시켜 도심지의 침수를 방지하기 위한 관거시설의 적정 설계 기준이 필요하며, 합리적인 설계 기준을 제시하기 위하여 과부하 4방향 합류 맨홀 내에서의 수두 손실을 분석할 필요가 있다. 본 연구에서는 수리모형 실험의 물질적, 시간적 한계를 극복하고 과부하 4방향 합류맨홀에서의 복잡한 흐름특성을 분석하기 위하여 일반적으로 3차원 유체거동의 특성분석에 많이 사용되는 FLUENT 6.3 모형을 선택하였다. 합류맨홀 및 접합 관거의 기하 모형의 격자망은 수치해석의 안정성 확보를 위하여 맨홀과 연결관의 합류부분에서는 사면체 격자로 구성하고 합류부분을 제외한 구간에서는 6면체 격자로 구성하였으며, 각 격자의 면은 가능한 사각형 또는 삼각형의 형태를 취하도록 하였다. 합류맨홀 모형의 벽면에는 No-Slip 경계조건을 부여하였으며, 유입부에는 속도 조건, 유출부와 맨홀의 자유수면 부분의 경계에서는 대기압 조건을 부여하였다. 수리모형 실험 결과와 비교하기 위하여 유입 관거의 유속 조건을 수리 모형실험의 조건과 동일하게 채택하여 수치모의를 수행하였다. 수치모형의 적용 결과 맨홀 내에서의 유속변화, 수심변화 및 압력변화에 대해서는 수리모형 실험 결과와 유사한 경향을 나타내고 있으며, 수치모형에 의하여 산정된 4방향 합류맨홀에서의 손실계수 값과 수리모형 실험에 의하여 산정된 손실계수 값이 유사하므로 우수 관거 시스템의 4방향 합류맨홀에서의 흐름 변화 및 손실계수 예측하는 데에 있어서 FLUENT 6.3 모형은 사용 가능하리라 판단된다.

• Restorative Dentistry and Endodontics
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• 제27권3호
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• pp.299-309
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• 2002

The purposes of this study were to evaluate the microtensile bond strength of one-step adhesives accord ing to various dentin surface treatments and to observe the interface between resin(Z-100$^{TM}$) and dentin under SEM. In this study forty-five non-caries extracted human molars and three adhesive systems were used ; AlI-Bond 2(AB), One-Up Bond F(OU), AQ-Bond(AQ). ; In Group 1, 2, 3, AB was used and tooth surfaces were treated by smearing(S), ultrasonic cleansing(US), etching(E) respectively. In Group 4. 5, 6, One-Up Bond F was used and tooth surfaces were also treated as the same way above. In Groups 7, 8, 9, AQ Bond was used and tooth surfaces wet$.$e treated as the same way. Each specimen was prepared for microtensile bond testing, and were stored for 24hrs in 37$^{\circ}C$ distilled water. After that, microtensile bond strength for each specimen was measured. Specimens were fabricated to examine the failure patterns of interface between resin and dentin and observed under the SEM. The results were as follows ; 1. The results(mean$\pm$SD) of microtensile test were group 1, 25.69$\pm$4.31MPa; group 2, 40.93$\pm$10.94MPa; group 3, 47.65$\pm$8.85MPa； group 4, 35.98$\pm$9.14MPa； group 5, 39.66$\pm$8.45MPa; group 6, 43.26$\pm$13.01MPa; group 7, 25.07$\pm$4.2MPa；group 8, 30.4$\pm$4.74MPa；group 9, 33.61$\pm$7.88MPa. 2. One-Up Bond F was showed the highest value of 36.98$\pm$9.14MPa in dentin surface treatment with smearing, and there were significant differences to the other groups (p<0.05). 3. All-Bond 2 was showed the highest value of 40.93$\pm$10.94MPa in dentin surface treatment with ultra-sonic cleansing, but was no significant difference to One-Up Bond F(p>0.05) 4. All-Bond 2 was showed the highest value of 47.65$\pm$8.85MPa in dentin surface treatment with etch ing(10%phosphoric acid), and there were significant differences to the other groups(p<0.05). 5. All-Bond 2 was showed the highest value of 47.65$\pm$8.85MPa in dentin surface treatment according to manufacture's directions. but was no significant difference to One-Up Bond F(p>0.05). 6. AQ Bond was skewed the lowest microtensile bond strength with various dentin surface treatment, and the were significant differences to the other groups(p<0.05).

• 대한치과보철학회지
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• 제39권1호
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• pp.105-113
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• 2001

The purpose of this study is to compare effects of denture cleansers and disinfectants on the color. surface hardness, and surface roughness of reinforced acrylic resin using polyhedral oligosilsesquioxane molecules(POSS resin) to those of common resins. According to manufacturer's instructions, 45 specimens were made from three denture resins(Luciton 199, Paladent 20, POSS resin), and polished. Five denture cleansers(distilled water, glutaraldehyde, alkaline hypochlorites, chlorhexidine, alkaline peroxides) in combination with three denture resins were evaluated before and after immersion for 7 days. Color data in $L^*a^*b^*$ system were measured with a colorimeter. Surface hardness data were measured with a microhardness tester. Surface roughness data were measured with a 3-dimensional surface analyzer. Data were analyzed with two-way ANOVA, one-way ANOVA, and t-test. The results were as follows : 1. All resins(Luciton 199, Paladent 20, POSS resin) showed significant differences in color after immersion in hypochlorites(p<0.05). 2. POSS resin showed significant differences in color compared with Paladent 20 in all denture cleansers, but no statistically significant differences with Luciton 199(p<0.05). 3. Luciton 199 showed significant differences of surface hardness in chlorhexidine, Paladent 20 showed significant differences in glutaraldehyde and chlorhexidine. POSS resin showed a little change of surface in all denture cleanser, but no statistically significant differences(p<0.05). 4. Luciton 199 and Paladent 20 showed significant differences of surface roughness in hypochlorites and glutaraldehyde, and POSS resin showed no statistically significant differences in all denture cleansers(p<0.05).

• 대한치과보철학회지
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• 제44권4호
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• pp.383-393
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• 2006

Statement of problem : Limited research on flowable resin has been undertaken on its application directly on dentin associated with the adhesive systems. Purpose : This study was to evaluate the shear bond strengh and fracture aspect of flowable resin on human dentin with various types of dentin bonding adhesives with thermo cycling effect. Materials and methods: Filtek-Flow(3M ESPE, USA) was used as flowable resin and Eighty human molars were randomly divided into 4 groups : three dentin bonding adhesives (Scotchbond-Multipurpose : 3-step contentional system, One-Step : One-bottle system. Prompt L-Pop : All-in-one, self-etching primer) and 32% etching treatment without bonding adhesive as a control group. For evaluating their durability of bonding, each group was subdivided : storaging in the water at 37$^{\circ}C$(24 hours) and thermocycling (0$^{\circ}C$-55$^{\circ}C$, 30 seconds intervals, 1000 cycle). Shear bond strength tests were performed and resin-dentin interface and fracture mode were observed. Results were analysed by one-way ANOVA and Scheffe's multiple range test. Results and Conclusion : 1. At 0 cycle, the mean shear bond strength of One-Step exhibited the highest value of all groups(p<0.05), and there were no significant differences between Prompt L-Pop and Scotchbond-Multipurpose, Scotchbond-Multipurpose and control(p>0.05). After 1000 thermocycling, One-Step exhibited higher value than other groups(p<0.05), and there were no significant differences among other groups (p>0.05). 2. The shear bond strength of each group was significantly decreased after thermocycling except Scotchbond-Multipurpose (p>0.05). 3. The most common failure mode was adhesive type and mixed type, next in order.

• Journal of Acupuncture Research
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• 제37권2호
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• pp.110-117
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• 2020

Background: The aim of this pilot study was to assess the safety and dosing of scolopendrid pharmacopuncture (SPP). Methods: A total of 40 healthy Sprague-Dawley rats (males and 20 females 20) were selected following a 7-day inspection and acclimation period. SPP was administered via intramuscular injection, over a 2-week period using 3 doses including a high-dose [0.84 mg of scolopendrid per kg of body weight (BW)], a med-dose (0.42 mg/kg BW), and a low-dose (0.21 mg/kg BW). The control group was injected with sterile water into the muscles. Unusual changes caused by administration of the test substance were observed. Weight, feed intake, organ weight, and hematological examinations were compared among the groups. Using the SPSS statistical program, Levene's test was performed to evaluate the homogeneity of variances, and a one-way ANOVA test was subsequently performed to assess the significance between each test group. Results: During the experiment no animals died. Weight change, food consumption, organ weight, hematological test, and blood biochemical tests showed no significant differences in the treatment groups compared to controls. Conclusion: No toxicological changes related to the administration of test substances were observed. Therefore, the LD₅₀ (lethal-dose that kills 50%) of scolopendrid pharmacoupuncture in rats was greater than 0.84 mg/kg.