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3변수 및 4변수 Kappa 분포에 의한 설계홍수량 추정
맹승진,김병준,김형산,Maeng, Seung-Jin,Kim, Byeoung-Jun,Kim, Hyung-San 한국농공학회 2009 한국농공학회논문집 Vol.51 No.4
This paper is to induce design floods through L-moment with 3 and 4 parameter Kappa distributions including test of independence by Wald-Wolfowitz, homogeneity by Mann-Whitney and outlier by Grubbs-Beck on annual maximum flood flows at 9 water level gaging stations in Han, Nakdong and Geum Rivers of South Korea. After analyzing appropriateness of the data of annual maximum flood flows by Kolmogorov-Smirnov test, 3 and 4 Kappa distributions were applied and the appropriateness was judged. The parameters of 3 and 4 Kappa distributions were estimated by L-moment method and the design floods by water level gaging station was calculated. Through the comparative analysis using the relative root mean square errors (RRMSE) and relative absolute errors (RAE) calculated by 3 and 4 parameter Kappa distributions with 4 plotting position formulas, the result showed that the design floods by 4 parameter Kappa distribution with Weibull and Cunnane plotting position formulas are closer to the observed data than those obtained by 3 parameter Kappa distribution with 4 plotting position formulas and 4 parameter Kappa distribution with Hazen and Gringorten plotting position formulas.
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김한국 ( Han Kook Kim ),김병준 ( Byeoung Jun Kim ),정광영 ( Kwang Young Jeong ),전성식 ( Seong S Cheon ) 한국복합재료학회 2013 Composites research Vol.26 No.6
본 연구에서는 발포 폴리프로필렌(Expanded polypropylene)과 발포 폴리스티렌(Expanded polystyrene)의 준정적 시험(Quasi-static test) 및 계장화 충격 시험(Instrumented impact test)을 수행하였다. EPP와 EPS는 4가지의 다른 밀도에 대해 원통형 시편이 준비되었다. 준정적 시험에는 MTS 858을 사용하여 0.001 s-1과 0.1 s-1 두 가지 변형률속도 조건으로 진행되어 결과를 분석하였다. 계장화 충격 시험에서는 Instron dynatup 9250HV를 사용하여, 각각 100 J, 200 J, 300 J의 서로 다른 충격에너지를 가했을 때의 응력-변형률 선도 결과를 비교 분석하였다. In the present study, quasi-static tests and impact tests were performed for investigating the mechanical behaviour of EPP (Expanded polypropylene) and EPS (Expanded polystyrene). Four different density cylindrical type specimens were prepared for EPP and EPS and 0.001 s-1 and 0.1 s-1 of strain rate conditions for quasi-static tests and 100 J, 200 J and 300 J of incident energy conditions for the instrumented impact tests were considered.
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하수처리시설 유입수의 생태독성 값에 대한 SHAP Value와 수질오염물질별 기여도 평가
이재민 ( Jae-min Lee ),김태인 ( Tae-in Kim ),박찬준 ( Chan-jun Park ),박배성 ( Bae-sung Park ),이경진 ( Kyoung-jin Lee ),조민영 ( Mine-young Jo ),최예슬 ( Ye-seul Choi ),김병준 ( Byeoung-jun Kim ),이성종 ( Sung-jong Lee ) 한국환경기술학회 2024 한국환경기술학회지 Vol.25 No.2
The study aimed to evaluate the influence of influent water quality, entering wastewater treatment plants A and B in Busan was evaluated for its impact on ecosystem. The study performed to examin the interplay between water quality indicators and ecotoxicological parameters, with a focus on assessing the impact of water quality indicators on ecotoxicity. Influent samples were collected at 4-hour intervals over a 24-hour period and subjected to analysis for parameters including Total Organic Carbon (TOC), Total Nitrogen (TN), Total Phosphorus (TP), and heavy metals. Ecotoxicity assessments were conducted using Daphnia magna, Chlorella vulgaris, and Aliivibrio fischeri as biological indicators. The SHapley Additive exPlanations (SHAP) method, a machine learning method, was used to evaluate the influence of water quality indicators on ecotoxicity. For Daphnia magna both A and B plants showed the highest SHAP values for Zn, while for Aliivibrio fischeri, Zn was the highest SHAP value in plant A, and Ba in plant B. Furthermore, the SHAP values facilitated the interpretation of non-linear relationships between water quality indicators and ecotoxicity, offering superior insights compared to conventional correlation coefficient methods. These findings underscore the critical importance of early assessment of influent water quality and machine learning methods for ensuring the efficiency and stability of wastewater treatment processes, with implications for environmental policies and water quality management practices.
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최현수(Hyun Soo Choi)(崔賢洙),맹승진(Seung Jin Maeng)(孟昇辰),김병준(Byeoung Jun Kim)(金炳俊) 위기관리 이론과 실천 2011 Crisisonomy Vol.7 No.1
본 연구에서는 저수지가 붕괴된 것으로 가정하에 DAMBRK 모형을 사용하여 저수지 하류지역 하도의 홍수량에 따른 수리학적 거동 분석을 실시하였다. 저수지 상류에서 유입되는 PMF와 댐 붕괴홍수량을 추정한 결과, 상류에서 유입되는 홍수량은 강우 지속시간 6시간에서 1,281㎥/s, 댐의 붕괴로 인한 대표홍수량은 붕괴조건 2Hd-0.4시간에서 2,846㎥/s로 추정되었다. 이러한 조건을 바탕으로 저수지 붕괴모의를 실시하여 하류지역의 홍수파 영향분석 결과 저수지로부터 하류 3.2㎞ 지점의 최초 홍수파 도달시간은 약 24분, 6.0㎞ 지점은 약 1시간 정도가 소요되는 것으로 분석되었다. 저수지 붕괴유출수문곡선 산정을 위해 붕괴지속시간은 0.1∼0.5시간, 댐높이는 1Hd∼3Hd 범위로 하여 총 15개 조건별로 붕괴홍수량을 산정하였다. 저수지의 붕괴방류 조건별 홍수량 중에서 최소의 홍수량이 산정된 1Hd-0.5시간과 최대 홍수량이 산정된 3Hd-0.1시간에 따른 저수지 하류의 홍수 분석 결과, 저수지로부터 하류부로 갈수록 홍수량과 홍수위의 증가가 둔화되었다. 이러한 현상은 지형의 경사도 완화, 평야지 전개에 따른 통수단면 확대 및 중류지역에서의 저류효과 등에 기인하는 것으로 판단된다. 본 연구에서 댐의 높이는 최고점과 최저점(최고값)을 기준으로 적용하였다. 그러나 실제 댐의 높이는 지점에 따라 다르며, 실제 붕괴가 발생한다 해도 댐의 어느 지점에서 발생할 지는 정확하게 예측할 수 없다. 그러므로 댐 평균 높이의 관점으로 볼 때 붕괴유출수문곡선은 15개의 붕괴모의 조건 중에서 붕괴단면의 높이가 댐 높이의 3분의 1 값으로 적게 나타나는 붕괴평균폭(Bm)-1Hd 조건은 배제하고, 붕괴단면의 높이가 댐 높이의 3분의 2 이상의 값을 나타내는 붕괴평균폭(Bm)-2Hd, 3Hd조건 범위 내에서 적용하는 것이 적정한 것으로 판단되었다. In this study, the inundation in the downstream area of the reservoir based on the assumption of the destruction of a reservoir as a representative hydraulic structure was analyzed using the DAMBRK model. With the assumption that PMF and the flood discharge resulting from a dam breach flow in from the reservoir upstream, the flood discharge flowing in from upstream was estimated to reach 1,281㎥/s for the 6 hours duration of rainfall and the maximum flood discharge resulting from the dam breach was 2,846㎥/s under breach conditions, which was 2Hd-0.4 hr. Based on these conditions, a simulation of reservoir failure was conducted in this study. In the analysis of the degree of influence of the flood on the downstream area, the time that took the first flood to reach the downstream area located 3.2 ㎞ from the reservoir was 24 min, and approximately 1 hour for that located 6.0 ㎞ from the reservoir. For the estimation of the reservoir failure outflow hydrograph, the breach flood discharge was estimated under 15 conditions, with 0.1-0.5 hr breach duration variation and within dam height scope of 1∼3Hd. As a result of this estimation, the maximum flood discharge was within the 3Hd-0.1 hr range and the minimum was within the 1Hd-0.5 hr range. The analysis of the flood in the downstream area of a reservoir revealed that from the reservoir to the downstream area, the increase in the flood discharge and level was reduced. It can thus be concluded that this result is due to the ease of geographic gratitude, the water-containing section expansion in accordance with the development of the plain and the pooling effect in midstream regions. In this research, the height of the dam, ranging from maximum to minimum, was applied. The height of the dam, however, differs at various points, and where a breach will occur in the whole dam cannot be precisely determined. Therefore, from the viewpoint of the mean height of a dam, under the aforementioned 15 conditions, it is reasonable to exclude the conditions of the mean width of the breach (Bm)-1Hd which the height of the dam breach section appears to be below one-third, and to apply the conditions of mean width of the breach (Bm)-2Hd, 3Hd which the height of the dam breach section appears to be above two-thirds.
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