• 대한환경공학회지
• /
• 제38권10호
• /
• pp.535-542
• /
• 2016

플럭스 챔버법은 비용효율적인 표면 발산량의 측정방법으로 다양한 연구 분야에 널리 이용되어 왔다. 플럭스 챔버법은 운용 방식에 따라 기울기 방식을 이용한 닫힌 챔버법(SFC)과 평형 농도 방식을 이용한 열린 챔버법(DFC)으로 분류할 수 있는데, SFC 방식은 장비가 간단하고 운용이 쉬운 반면, 직선성에 대한 불확실한 가정으로 인하여 플럭스 산정 값이 가변적인 단점이 있다. 한편, DFC 방식은 더 많은 특정 기기가 필요하지만, 어떤 애매모호함이 없이 일정한 값을 산정할 수 있다. 따라서 본 연구는 작고 조밀한 키트를 이용하여 DFC를 자체 제작하였다. 자체 제작한 DFC는 30분 이내에 평형상태에 도달하였고, 측정 초기의 불충분한 혼합을 제외하면 시료 균질도가 5% 미만이고, 회수율이 90% 이상으로 우수하였다. 이 개선된 DFC의 상대확장불확도는 7.37%로 평가되었는데, 이는 주로 통제되지 않은 유입가스에 기인한다. 연구 결과는 대규모 매립지에서 소형의 측정 키트를 이용한, 개선된 DFC 방식이 신뢰성이 높은 자료를 효과적으로 축적할 수 있음을 보여준다.

• 지질공학
• /
• 제17권1호
• /
• pp.125-133
• /
• 2007

본 연구에서는 난지도 매립지내 하수슬러지만으로 이루어진 8호 매립장에 대하여 환경 및 지반공학적 특성을 조사한다. 이를 위하여 대상현장에 대하여 시료를 채취하고, 용출시험, 중금속 총량시험 등을 실시하여 환경적인 특성을 조사하였다. 중금속 총량시험결과 Pb, Zn, Cu, Ni, Cd, Cr 등의 성분이 검출되었으며, Cu의 경우 캘리포니아주 규제기준을 초과하므로 하수슬러지 재활용시 함량을 낮추어야 할 것이다 한편, 하수슬러지의 비중, 입도분석, 액소성한계, 다짐, 투수, 전단시험을 실시하여 지반공학적 특성을 조사하였다. 하수슬러지는 모래, 실트 및 점토로 구성되어 있으며, 소성지수는 42.3%로서 압축성이 큰 무기질 실트 혹은 유기질 점토인 것으로 분류된다. 다짐시험결과 건조단위중량이 낮고 다짐곡선이 비교적 평탄한 형태를 보이고 있으므로 함수비 변화에 따른 다짐효과가 비교적 적을 것으로 예상된다. 그리고 직접전단시험결과 점착력은 $0.058kg/cm^2$이고, 내부마찰각은 $14^{\circ}$ 것으로 나타났다. 대상현장의 하수슬러지는 다짐이 잘 되지 않으며, 전단강도도 비교적 낮으므로 매립지의 복토층 등으로 재활용할 경우 여러 가지 문제가 발생될 것으로 예상된다. 그리고 하수슬러지에 포함되어 있는 중금속의 용출에 따른 지하수 오염문제도 예상된다. 따라서 대상현장의 하수슬러지를 재활용하기 위해서는 이에 대한 보완 및 처리방안이 마련되어야 할 것이다.

• 지적과 국토정보
• /
• 제48권2호
• /
• pp.137-151
• /
• 2018

최근, 경주, 포항에서 발생된 지진과 건설공사현장 주변의 지반침하, 산사태 및 씽크홀 등으로 인한 재난 재해 피해로 국가적인 관심이 높아지고 있다. SAR는 광역지역에 대한 mm단위의 지반변위를 검출할 수 있다. 본 연구는 국내 인천 서구소재 수도권 제1 매립장을 대상지로 선정하여 약 3년간의 유럽 ESA의 Sentinel-1A 위성(SAR 센서)의 관측자료를 최신 SAR 간섭해석 기술(SqueeSAR 해석기법)을 적용 매립지의 지반침하량을 시계열적으로 산출하였다. 특히, 지반침하량과 지반침하 경향의 정확성을 검토하기위해 지상수준측량 성과와 비교 분석하였다. 또한, 3년간 지반침하량의 시계열 및 상관 추이 분석을 수행하여 지반 침하 추이 경향을 예측하였다. 본 연구를 통해 국토의 지각변동에 대한 시계열 감시로부터 씽크홀, 산사태 등의 재난 재해 예방 활용성이 기대된다.

• 한국지하수토양환경학회:학술대회논문집
• /
• 한국지하수토양환경학회 1998년도 공동 심포지엄 및 추계학술발표회
• /
• pp.81-85
• /
• 1998

In the present study, the design method of containment walls is proposed by utilizing an existing site. The selected remedy for the Source Area of Operable Unit 2 at Hill Air Force Base stipulated containment of the pure-phase trichloroethylene contamination. The in-place-mixed wall construction was selected because of the irregular topography, small area of the site, and the requirement to reach depths of greater than 90 feet below ground surface. Bench-scale compatibility studies were performed for the containment wall mix design on three commercial bentonite clays. The samples were subject to screening tests and long-term tests for evaluation of changed soil properties when exposed to the contaminated groundwater.

• 한국지반공학회:학술대회논문집
• /
• 한국지반공학회 2006년도 춘계 학술발표회 논문집
• /
• pp.322-329
• /
• 2006

On the way of construction in harbor area, scourin problems took place slowly failure of embankment in the beginning of construction in sites. For studying on the scouring properties during revetment construction in silty sand soil layers, this paper is carried out on lessons of case studies of numerical seepage analysis, scouring countermeasures in dredged landfill area.

• 환경위생공학
• /
• 제21권3호
• /
• pp.37-43
• /
• 2006

Recently, needs for reuse of sludge produced from WTP(water treatment plant) have been increased with shortage of landfill sites and difficulties of the treatment and disposal processes. Therefore, Reusing is becoming an Increasingly popular waste management alternative to divert waste from landfills. In order to research the characteristics of WTP sludges, we used the sludges of C WTP which intake the lake Dae-Cheong and the sludges of S WTP which intake Keum river, The specific surface area of C and S WTP sludges were $0.9986m^2/cc\;and\;1.874m^2/cc$, respectively. The gravity was about $2.0{\sim}2.4$ which are scope of peat or loamy clay. The major minerals of C WTP sludges were kaolinite(48.4%), muscovite(19.5%), and quartz(16.7%). Also, muscovite(31.6%), quartz(30.3%), and kaolinite(17.3%) in S WTP sludges were major minerals.

• 대한원격탐사학회:학술대회논문집
• /
• 대한원격탐사학회 2003년도 Proceedings of ACRS 2003 ISRS
• /
• pp.933-935
• /
• 2003

Geo-scientifically viable, environmentally suitable, and socially acceptable sanitary landfill sites are very limited in the Kathmandu Valley and is confronted with the burning problem of safe disposal of urban waste. This paper deal with the evaluation and assessment of its interface, following the major criteria defining suitable geological barrier, Cation Exchange Capacity and other necessary physical parameters with the optimum utilization of remotely sense data along with GIS techniques. The study revealed one of the most viable sites at the flat land of natural depression of Taikabu area and has potential to serve all the municipalities of the Kathmandu Valley.

• 한국지반공학회:학술대회논문집
• /
• 한국지반공학회 2000년도 봄 학술발표회 논문집
• /
• pp.607-614
• /
• 2000

Settlement with crack on the hardened liners may occur in the weak clay due to waste load since the stiffness of the hardened liner is greater than that of the clay layers. Way of reducing deformation crack in the hardened liner is investigated using two computer programs, CONSOL and FLAC. The computer program CONSOL estimates the magnitude of settlement with time in clay layers and FLAC analyses the stress and deformation relationship between the foundation of landfill and waste load. The results show that a representative block of the analyzed area reaches the consolidation settlement of 1.32m, 8.8 years after the disposal of waste started with the degree of consolidation U=90%. The stress within the hardened liner exceeds the allowable vertical stress of 5kg/$\textrm{cm}^2$ and horizontal stress of 1.67kg/$\textrm{cm}^2$ at the concave part of the liner where the main and branch drainage pipes of leachate are located. It was recognized that the thickness of the interested area should be enlarged or the strength of the same area should be improved to tolerate the planned waste load.

• Journal of the Korean Institute of Landscape Architecture International Edition
• /
• 제2호
• /
• pp.178-184
• /
• 2004

The Yatomi - Aioiyama line is a city-planning road that was notified in 1957 and subsequently prepared by land readjustments. Currently, approximately 900m of road pass in the inside of the Aioiyama green area has not been constructed. The surveying briefing session for inhabitants was held in July 1992, the project was authorized by the Ministry of Land, Infrastructure and Transport in September 1993, and the project briefing session for inhabitants was held in September 1993. The site purchase has been completed. At the May 2000 briefing session, inhabitants of the area began voicing dissenting demanding the conservation of the natural environment of this green area. The inspector system serves as the third party, independent of both the administration and the inhabitants. Before finalizing the geometric line form of the road to be constructed, some surveys of animals and plants found along the walking trails carried out intensively in the northern area, which is approximately 50 ha, of the Aioiyama green area. The natural environment inspector submitted a plan for changing the geometric line form of the road decided upon by city planning, and it was approved by the city planning council. If the shelter structure or the retaining wall structure is adopted at the location where large slope faces are produced by excavation or landfill, and if the bridge structure is adopted at the place where stream-lines and walking trails intersect, it leads to a reduction of approximately $40\%$ in the areas for which change is planned. Furthermore, approximately $20\%$ of the area to be changed is restored by returning soil to the roof of the shelter.

• 한국토양비료학회지
• /
• 제48권5호
• /
• pp.522-527
• /
• 2015

Decision of available soil depth based on soil physical and hydraulic properties for the $3^{rd}$ Landscape Vegetation Project in the Incheon International Airport was attempted. The soil samples were collected from the 8 sites at different depths, 0-20 and 20-60cm, for the three project fields, A, B, and C area. Physical and chemical properties including particle size distribution, organic matter content and electrical conductivity were analyzed. Hydrological properties including bulk density and water holding capacity at different water potential, -6 kPa, -10 kPa, -33 kPa, and -1500 kPa were calculated by SPAW model of Saxton and Rawls (2006), and air entry value was calculated by Campbell model (1985). Based on physical and hydrological limitation, feasibility and design criteria of soil depth for vegetation and landfill were recommended. Since the soil salinity of the soil in area A area was $19.18dS\;m^{-1}$ in top soil and $22.27dS\;m^{-1}$ in deep soil, respectively, landscape vegetation without amendment would not be possible on this area. Available soil depth required for vegetation was 2.51 m that would secure root zone water holding capacity, capillary fringe, and porosity. Available soil depth required for landscape vegetation of the B area soil was 1.51 m including capillary fringe 0.14 m and available depth for 10% porosity 1.35 m. The soils in this area were feasible for landscape vegetation. The soil in area C was feasible for bottom fill purpose only due to low water holding capacity.