• 생명과학회지
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• 제19권7호
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• pp.839-844
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• 2009

본 연구는 비유전자변형 계통(낙동벼)과 2개의 다른 Promoter (aize ubiquitin과 abscisic acid)를 각각 삽입한유전자변형 벼와 abscisic acid promoter이용한 유전자변형 계통을 잡초성벼(Oryza sativa)와 인공수정 한 후 다음세대인 F$_1$, F$_2$, F$_3$의 활분활력, 형태형성 생장차이를 비교하여 평가하였다. 화분이 열개된 후 3-{4,5 dimethylthiazoly1-2}-2-,5-diphynly monotetrazolium bromide (MTT)반응을 살펴본 결과, Nakdongbeyo에서 86%, ABC-pro-moter 이용한 유전자변형 벼에서 75%, maize ubiquitin promoter이용한 유전자변형 벼에서 62%,F$_1$에서 68%, F$_2$에서 79% 및 F$_3$에서 78%의 각각 최대 화분활력을 보여주었다. 유전자변형 계통과 잡초성벼와의 교잡종의 F$_1$, F$_2$, F$_3$ 세대간의 화분활력을 비교하였을 때 화분 열개된 후 20분 까지는 유의한 차이를 보이지 않았으나, 40분에서 90분 사이에서는 F$_3$의 화분활력이 다른 두 세대 F$_1$, F$_2$보다 높게 나타났다. 화분을 열개된 90분 후 F$_3$ 세대 에서 최대 화분 활력이 36.2% 이었고 F$_2$ 세대 에서는 화분 활력이 최소 3.5% 보였다. 따라서 화분에 의해 벼의 유전자가 다른 계통으로 전이되는가를 조사하기 위하여 연차실험을 수행하였는데, 결론적으로 두 유전자변형 계통으로부터 잡초성벼로 유전자가 전이될 위험성이 나타날 것으로 보였다.

• Korean Chemical Engineering Research
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• 제44권6호
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• pp.588-596
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• 2006

폴리스티렌 막(polystyrene membrane, PS)의 표면을 Ar, $O_2$ 플라즈마로 처리하고, 처리 전후의 변화를 관찰하였고, $CO_2$, $N_2$의 투과도와 $N_2$에 대한 $CO_2$의 선택도는 연속흐름 기체 투과 분석장치(GPA)를 이용하여 측정하였다. Ar플라즈마 처리의 경우 O/C비율이 0에서 0.179로 증가하고, 표면 거칠기가 $15.86{\AA}$에서 $71.64{\AA}$로 증가함으로써 접촉각은 처리전의 $89.16^{\circ}$에서 $18.1^{\circ}$로 감소하였다. 따라서 플라즈마 처리는 막표면을 높은 친수성을 갖도록 만들었다. $CO_2$의 투과도와 선택도에 대한 Ar플라즈마 처리최적조건은 60 W, 2 min, $70^{\circ}C$이며, 투과도와 선택도는 각각 $2.1{\times}10^{-12}[m^3(STP){\cdot}m/m^2{\cdot}sec{\cdot}atm]$와 4.51이었다. $O_2$플라즈마 처리의 경우에, 접촉각은 O/C비율(0.189)과 표면 거칠기($57.10{\AA}$)의 증가에 의해 $13.56^{\circ}$로 감소하였다. 최적의 처리조건은 90 W-2 min-$70^{\circ}C$이며, 값 $7.1{\times}10^{-12}[m^3(STP){\cdot}m/m^2{\cdot}sec{\cdot}atm]$와 값 11.5이었다. 플라즈마 처리 후 막 표면의 변화는 표면에서의 교차결합과 식각효과의 경쟁적인 관계에 의해 결정된다. 결국 플라즈마 처리된 막의 투과도와 선택도가 플라즈마 기체, 처리시간, 출력세기등과 같은 플라즈마 상태를 제어함으로써 향상되었음을 확인할 수 있었다.

• The Korean Journal of Physiology
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• 제2권2호
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• pp.33-43
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• 1968

Histamine, 0.5 mg as histamine base in 4 ml of normal saline solution, was injected into rabbits anesthetized with nembutal and the mean blood pressure was kept in the range of $52{\sim}80\;mmHg$ for over one hour by supplemental additions. Following the injection of the test substances, 300 mg of urea and 200 mg of antipyrine intravenously, serial blood samples were obtained from the femoral artery and the internal jugular vein at $0.5{\sim}3$ minutes interval. The decreasing patterns in the concentrations of arterial and venous blood plasma samples were compared with each other. The ratio of the concentration of brain tissue to that of the final arterial plasma was also studied. By these measures the degrees of penetration of the test substances in the brain in the control and in the histamine treated rabbits were observed. The concentrations of antipyrine and urea in the arterial blood plasma were decreasing exponentially with respect to the time elapsed. The venous concentrations were anticipated to increase initially and to cross the arterial concentration curve in the point of equlibrium between the plasma and the tissue. On the contrary to the expectation venous concentration also revealed the decreasing tendency similar to that of arterial plasma. The similarity between these two curves, arterial and venous, would be atributable to the fact that the cerebral blood flow rate was large enough and the rising phase in the venous concentration curve was instantly over before serial blood samples were taken. Inspite of some similarity in the decreasing tedency in both concentration curves there were appreciable discrepancies between the arterial and venous plasma which would reflect the situation far from the equlibria among several compartments in the brain. Changes in plasma potassium levels caused by the injection of histamine or bleeding were observed, too. Using 8 rabbits as the control and 12 rabbits for the histamine treated group following results were obtained: 1. Both of the concentration curves, arterial and venous, declined rapidly at_first and slowly later on and approached same equilibrium concentration with the passage of time after a single injection. The time at which attained the same concentration was $2.0{\pm}0.54\;min.$ in the control and $4.3{\pm}1.92\;min.$ in the histamine treated group with respect to antipyrine. On the other hand in the case of urea they were $2.4{\pm}0.59\;min.$ in the control and $4.4{\pm}1.31\;min.$ in the histamine group, respectively. In the histamine treated group enlarged spaces for distribution of test substances were postulated. 2. The concentration of antipyrine in the brain tissue water revealed no significant differences between the control and experimental groups, showing $212{\pm}40.2\;mg/l$ in the control and $206{\pm}64.1\;mg/l$ in the histamine treated group. On the other hand urea revealed higher value in the histamine treated group than in the control, showing an enhanced penetration of urea into the tissue after injection of histamine. Urea concentration in the brain water was $32.3{\pm}3.36\;mg%$ in the control and $39.2{\pm}4.25\;mg%$ in the histamine treated group. 3. The distribution ratio of antipyrine in the brain tissue was very close to unity in the histamine treated animals as well as in the control. 4. The average of the distribution ratio of urea in the control animals was 0.77 and it showed the presence of blood-brain barrier with regard to urea. However in the histamine treated animals the distribution ratios climbed up to 0.86 and they were closer to unity than in the control animals. Out of 12 cases 5 were greater than 0.9 and 8 exceeded 0.85. It appeared that histamine enhanced the penetration of urea through the barrier. 5. Histamine injection and or hemorrhage caused an elevation of the concentration of potassium in plasma. In the event that histamine and hemorrhage were applied together the elevation of potassium exceed the elevation seen at the histamine alone. There was no evidence that the leakage of potassium from the brain tissue was dominant in comparison with the general leakage from the whole body.

• 한국수자원학회:학술대회논문집
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• 한국수자원학회 2015년도 학술발표회
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• pp.237-237
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• 2015

The district of Marlborough has had more than its share of river management projects over the past 150 years, each one uniquely affecting the geomorphology and flood hazard of the Wairau Plains. A major early project was to block the Opawa distributary channel at Conders Bend. The Opawa distributary channel took a third and more of Wairau River floodwaters and was a major increasing threat to Blenheim. The blocking of the Opawa required the Wairau and Lower Wairau rivers to carry greater flood flows more often. Consequently the Lower Wairau River was breaking out of its stopbanks approximately every seven years. The idea of diverting flood waters at Tuamarina by providing a direct diversion to the sea through the beach ridges was conceptualised back around the 1920s however, limits on resources and machinery meant the mission of excavating this diversion didn't become feasible until the 1960s. In 1964 a 10 m wide pilot channel was cut from the sea to Tuamarina with an initial capacity of $700m^3/s$. It was expected that floods would eventually scour this 'Wairau Diversion' to its design channel width of 150 m. This did take many more years than initially thought but after approximately 50 years with a little mechanical assistance the Wairau Diversion reached an adequate capacity. Using the power of the river to erode the channel out to its design width and depth was a brilliant idea that saved many thousands of dollars in construction costs and it is somewhat ironic that it is that very same concept that is now being used to deal with the aggradation problem that the Wairau Diversion has caused. The introduction of the Wairau Diversion did provide some flood relief to the lower reaches of the river but unfortunately as the Diversion channel was eroding and enlarging the Lower Wairau River was aggrading and reducing in capacity due to its inability to pass its sediment load with reduced flood flows. It is estimated that approximately $2,000,000m^3$ of sediment was deposited on the bed of the Lower Wairau River in the time between the Diversion's introduction in 1964 and 2010, raising the Lower Wairau's bed upwards of 1.5m in some locations. A numerical morphological model (MIKE-11 ST) was used to assess a number of options which led to the decision and resource consent to construct an erodible (fuse plug) bank at the head of the Wairau Diversion to divert more frequent scouring-flows ($+400m^3/s$)down the Lower Wairau River. Full control gates were ruled out on the grounds of expense. The initial construction of the erodible bank followed in late 2009 with the bank's level at the fuse location set to overtop and begin washing out at a combined Wairau flow of $1,400m^3/s$ which avoids berm flooding in the Lower Wairau. In the three years since the erodible bank was first constructed the Wairau River has sustained 14 events with recorded flows at Tuamarina above $1,000m^3/s$ and three of events in excess of $2,500m^3/s$. These freshes and floods have resulted in washout and rebuild of the erodible bank eight times with a combined rebuild expenditure of $80,000. Marlborough District Council's Rivers & Drainage Department maintains a regular monitoring program for the bed of the Lower Wairau River, which consists of recurrently surveying a series of standard cross sections and estimating the mean bed level (MBL) at each section as well as an overall MBL change over time. A survey was carried out just prior to the installation of the erodible bank and another survey was carried out earlier this year. The results from this latest survey show for the first time since construction of the Wairau Diversion the Lower Wairau River is enlarging. It is estimated that the entire bed of the Lower Wairau has eroded down by an overall average of 60 mm since the introduction of the erodible bank which equates to a total volume of $260,000m^3$. At a cost of $$0.30/m^3$ this represents excellent value compared to mechanical dredging which would likely be in excess of $$10/m^3$. This confirms that the idea of using the river to enlarge the channel is again working for the Wairau River system and that in time nature's "excavator" will provide a channel capacity that will continue to meet design requirements.

• Ecology and Resilient Infrastructure
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• 제6권1호
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• pp.34-48
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• 2019

내성천은 경북 북부의 산지 및 농경지를 관류하는 자연성이 높은 사질 하상 하천으로 2010년대 이전에는 백사장이 발달한 경관적 특징을 유지하였다. 하지만 영주댐이 건설되기 시작하고 2015년 전후로 식생이 광범위하게 활착하는 등 하천 변화가 발생하였다. 이 연구에서는 이러한 변화를 객관적으로 분석하기 위해 영주댐 하류 내성천을 대상으로 장기 모니터링을 실시하였으며, 이 논문의 목적은 2012~2018년 기간에 대해 하천 지형 및 식생 등에 대한 조사 자료를 제공하는 것이다. 조사 방법으로 드론/지상 사진 촬영, LiDAR 항공측량, 현장 조사 등이 포함되었다. 장기 모니터링을 통해 발견한 주요한 사실들은 다음과 같다. 내성천 하도의 식생 활착은 1987년부터 시작되었으며, 2013년 이전에는 하류 구간에서, 그 이후로는 전체 구간에서 식생 활착이 발생하였다. 그 중 일부 지점은 홍수로 인해 재나지화 되었으나 여러 구간은 목본이 활착하였고, 퇴적으로 인해 하도의 형태 변화가 발생하기도 하였다. 내성천은 모래 하상의 본질적 특성을 유지해 왔지만, 최근 약간의 조립화 경향이 나타났으며, 조사 단면에서 최심하상의 저하가 관찰되었다. 본 연구의 조사 결과를 I편에서 분석한 수문학적 특성과 함께 종합하여 볼 때, 내성천에 나타난 식생 및 경관상의 변화는 주로 유량 감소 의한 것으로 생각된다. 이와 함께 영주댐이 하상 저하에 미친 영향을 간략하게 고찰하였다.

• 지능정보연구
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• 제27권4호
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• pp.49-71
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• 2021

문제해결을 위해 지식을 활용하는 사용자는 내용 면에서 관련된 또 다른 지식, 즉 연관지식에 대한 교차적이고 순차적인 탐색을 진행한다. 지식지도는 관리하는 지식의 현황을 보여주는 도식이자 지식저장소의 분류체계로서, 지식 간 연관성에 기반한 사용자의 지식 탐색을 지원하는 도구이다. 따라서 지식지도는 지식 간 연관성에 의한 네트워크 형식으로 표현되며, 이를 정의 및 추론하는 데에 최적화된 기술을 접목하여 구현되어야 한다. 이를 위해 본 연구는 관리하는 개체와 개체 간 관계를 표현 및 추론하는 데에 최적화된 기능성을 발휘하는 것으로 알려진 그래프DB를 이용하여 지식그래프 기반 지식지도를 개발하는 방법론을 제시한다. 제시된 방법론의 유효성을 확인하기 위하여, 선행 연구의 온톨로지 기반 지식지도 구축 사례 데이터를 그래프DB에 적용하여 지식그래프 기반 지식지도를 구현하고, 구현된 지식 네트워크의 유효성과 Class 자동 구성 능력을 선행 연구의 결과와 비교하는 성능 테스트를 진행한다. 성능 테스트 결과, 본 연구의 지식그래프 기반 지식지도는 선행 연구의 온톨로지 기반 지식지도와 동일한 수준의 성능을 나타냈으며, 지식 및 지식 간 관계 정의 및 추론을 더욱 효율적으로 진행할 수 있음을 확인하였다. 본 연구의 결과는 연관지식에 대한 사용자의 인지과정을 반영한 지식 탐색 기능의 구현에 활용될 수 있으며, 추론에 의한 새로운 연관지식의 발견을 통해 자율적으로 확장되는 지능적 지식베이스의 개발에 응용될 수 있다.