• 한국지반공학회:학술대회논문집
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• 한국지반공학회 1999년도 토목섬유 학술발표회 논문집
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• pp.129-141
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• 1999

This paper presents the results of plate load test and dynamic load test performed to evaluate the performance of geocell where it is used to reinforce soft subgrade for high-speed railroad. Efficacy of geocell was observed in increase in bearing capacity of subgrade and reduction of thickness of reinforced sub-ballast. Plate load tests were carried out at four different places with varying foundation soil strength as a function of number of geocell layer, type of filler material, thickness of cover soil, and the presence of non-woven geotextile. Dynamic load tests were performed in a laboratory. The test soil chamber consists of, from the bottom, 50 cm thick clayey soil, one layer of geocell filled with crushed stone, 10 cm thick crushed stone cover, reinforced sub-ballast of varying thickness, 35 cm thick ballast. This configuration was determined based on the results of numerical analysis and plate load tests. For each set of the dynamic load tests, loads were applied more than 80,000 times. One layer of geocell underlying a 10 cm thick cover soil led to an increase in bearing capacity three to four times compared to a crushed stone layer of the same thickness substituted for the geocell and cover soil layer. Given the test conditions, the thickness of reinforced sub-ballast can be reduced by approximately 35 cm with the presence of geocell.

• 한국환경복원기술학회지
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• 제14권5호
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• pp.127-136
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• 2011

This study was conducted on the field application for a method which is currently used. Although the method was performed with experimental knowledge, this study attempted to approach scientific ways through thirty sets of test-bed and three times monitoring limited by control variations for three months. The factors on previous studies are slope location, slope degree, type (roadfill vs. roadcut), aspect, vegetation cover, species, thickness, vertical length, horizontal length, soil type, elevation, erosion, soil-moisture, soil-hardness, pH, and so on. However, the factors of a suitable and significant level are slope degree, type, aspect, thickness, soil-moisture, vertical length and horizontal length in slope revegetation. the results were as follows : As a result of survey on soil types based on the status before construction, the rate of vegetation cover with non-mesh construction in soil areas was better than the rate of vegetation cover with fiber meshes and wire meshes. The rate of vegetation cover with fiber meshes in weathered rocks was better than using wire meshes. The rate of vegetation cover with the wire meshes in blasted rocks was better than using fiber meshes. Also, the factors affecting the rate of vegetation cover presented the number of appearance species, soil-moisture, thickness. this result presented the more appearance species as a positive role, and the lower soil-moisture and the thicker soil as a negative role.

• 자원환경지질
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• 제54권4호
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• pp.483-494
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• 2021

본 연구에서는 폐금속광산과는 달리 우려기준 전후의 낮은 비소 오염농도 분포특성을 가지는 폐석탄광산 농경지 토양을 대상으로 광해방지사업(토양개량·복원사업) 시 복토층의 두께 감소 가능여부를 벼를 식재한 담수형 컬럼실험을 통해 검토하였다. 담수 후 4개월 동안 토양용액의 pH, EC, ORP 및 무기원소(Fe, Mn, Ca, As) 농도를 모니터링한 결과 컬럼하층에서 상층으로 미치는 영향은 높지 않은 것으로 나타났다. 복토 두께에 따른 비교에서도 하층의 영향보다는 복토층 두께 변화에 따른 ORP 변화가 복토재 무기원소의 거동에 영향을 미치는 결과를 보였다. 이러한 결과는 토양용액의 거동이 상하층간 반응의 영향보다는 각 층별 나타나는 토양의 이질성에 우선하여 나타난 것으로 판단되었다. 모니터링 종료시점에서 채취한 벼 뿌리의 비소 농도는 현행 사업 조건과 같은 40 cm 두께의 복토층을 조성한 경우 컬럼하층의 안정화 처리여부에 상관없이 대조구 대비 98%가 감소되었다. 20 cm 두께의 복토층에서는 오염토의 안정화가 없을 경우 58%, 안정화처리 시 80%의 전이감소 효율을 나타내었다. 따라서 오염 농경지 토양에 대한 적정 안정화 처리를 수행할 경우 복토재의 사용량을 감소시킬 수 있으며, 경제적인 사업수행효과도 이룰 수 있을 것으로 판단된다.

• KIEAE Journal
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• 제10권3호
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• pp.11-16
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• 2010

This paper has attempted to investigate the change in soil moisture volume and temperature of architecture by planting ground(soil thickness and soil mixture ratio) and ground cover plants(Sedum sarmentosum, Zoysia japonica, Chrysanthemum zawadskii) for middle region green roof system. For this, a test was conducted on the roof of Konkuk University building from April 2009 to October 2009. In terms of treatment, five types(SL, $P_7P_1L_2$, $P_6P_2L_2$, $P_5P_3L_2$, $P_4P_4L_2$) depending on soil mixture ratio and two types(15cm, 25cm) by soil depth were created. Results of soil moisture volume by soil mixture ratio in the 15cm soil thickness showed that the difference was significance between simple soil and mixture soil treatment, however, the statistical significance was not recognized according to soil mixture ratio. In case of 25cm soil thickness, soil moisture volume by soil mixture ratio was more higher 7Vol.%~10Vol.% in the mixture soil than simple soil treatment. In terms of districts planted ground cover plants, soil volume moisture differed among plants in the order Zoysia japonica 17.74 Vol.%$34.86^{\circ}C$, district non-planted $27.49^{\circ}C$, Sedum sarmentosum $25.11^{\circ}C$, Chrysanthemum zawadskii $23.08^{\circ}C$, Zoysia japonica $24.45^{\circ}C$ respectively So, concrete surface showed more higher $5^{\circ}C{\sim}15^{\circ}C$ than other things among the all the time. Result of inner temperature of the architecture and soil, it was measured inner of architecture $25.69^{\circ}C$, inner district non-planted $24.29^{\circ}C$, Chrysanthemum zawadskii $23.90^{\circ}C$, Zoysia japonica $24.02^{\circ}C$, Sedum sarmentosum $25.13^{\circ}C$, respectively.

• Steel and Composite Structures
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• 제42권6호
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• pp.747-764
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• 2022

The design codes and calculation methods related to soil-steel composite bridges and culverts only specify the minimum soil cover depth. This value is connected with the bridge span and shell height. In the case of static and dynamic loads (like passing vehicles), such approach seems to be quite reasonable. However, it is important to know how the soil cover depth affects the behaviour of soil-steel composite bridges under seismic excitation. This paper presents the results of a numerical study of soil-steel bridges with different soil cover depths (1.00, 2.00, 2.40, 3.00, 4.00, 5.00, 6.00 and 7.00 m) under seismic excitation. In addition, the same soil cover depths with different boundary conditions of the soil-steel bridge were analysed. The analysed bridge has two closed pipe-arches in its cross section. The load-carrying structure was constructed as two shells assembled from corrugated steel plate sheets, designed with a depth of 0.05 m, pitch of 0.15 m, and plate thickness of 0.003 m. The shell span is 4.40 m, and the shell height is 2.80 m. Numerical analysis was conducted using the DIANA programme based on the finite element method. A nonlinear model with El Centro records and the time history method was used to analyse the problem.

• 한국지반공학회논문집
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• 제18권2호
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• pp.5-12
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• 2002

본 연구에서는 연약지반 상에 축조되는 고속철도 노반을 보강하기 위해 사용된 지오셀의 효과를 평가하기 위해 다양한 현장 평판재하시험과 동적 모형토조시험을 수행하였다. 실험결과로부터 지오셀 사용에 의한 보강노반의 두께 감소효과와 노상 지지력 증가효과가 평가되었다. 지오셀 1층과 복토 loom를 사용하면 동일한 두에의 쇄석층을 사용할 경우와 비교하여 3~4배의 지지력 개선효과가 있으며, 노반두께를 약 35cm 정도 감소시킬 수 있는 것으로 평가되었다.

• 한국지반공학회논문집
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• 제20권5호
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• pp.67-78
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• 2004

주변의 뒷채움 흙과 파형강판 벽체의 상호작용을 통해 외력을 지지하는 지중강판구조물에서는 상부의 차량하중에 의해서 토피 지반에서 전단파괴, 또는 인장파괴가 발생하여 구조물의 파손이나 붕괴를 유발할 수 있다. 현재 적용 중인 설계기준들에서는 이를 방지하기 위하여 상부아치 위로 확보해야 하는 최소한의 토피 두께(토피고)를 규정하고 있으나, 이들은 표준형 파형강판으로 제작한 지간 7.7m 이하의 구조물에 대한 수치해석에 바탕을 두고 있으므로, 지간이 그 이상인 장지간 구조물에는 적용기가 어렵다. 이 연구에서는 원형 및 낮은 아치형 단면의 지중강판구조물에 대하여 강판 부재와 뒷채움 지반을 함께 모사한 수치해석을 실시하여 장지간 구조물에 대한 최소토피고의 크기를 분석하였다. 해석 결과, 현재의 시방기준은 장지간 구조물의 최소토피고를 과다산정하는 경향을 보였으며, 지간이 10m 이상일 경우의 최소토피고는 지간의 크기 및 단면형상에 관계없이 1.5m 정도로 나타났다. 최소토피고를 만족하지 못하는 경우에는 토피 지반에 활하중 분산효과가 뛰어난 콘크리트 보강 슬래브를 적용할 수 있는데, 원형 단면의 장지간 구조물에 대한 수치해석을 통해서 보강 슬래브가 토피 지반 위에 재하되는 활하중에 의한 강판 부재의 축력과 휨모멘트를 크게 감소시키는 것을 확인할 수 있었다. 따라서, 토피 두께가 기준에 미달하더라도 적절한 규격의 보강 슬래브를 설치하는 지중강판구조물은 기존의 절차에 따라 축력지배구조로서 설계 및 해석이 가능하다.

• Geomechanics and Engineering
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• 제34권5호
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• pp.491-505
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• 2023

The practical usage of underground space and demand for vehicular tunnels necessitate the construction of non-circular wide rectangular tunnels. However, constructing large tunnels in soft clayey soil conditions with no ground improvement can lead to excessive ground deformations and collapse. In recent years, in situ ground improvement techniques such as jet grouting and deep cement mixing are often utilized to perform cement-stabilisation around the tunnel boundary to prevent large deformations and failure. This paper discusses the stability characteristics and failure behaviour of a wide rectangular tunnel in cement-treated soft clays. First, the plane strain finite element model is developed and validated with the results of centrifuge model tests available in the past literature. The critical tunnel support pressures computed from the numerical study are found to be in good agreement with those of centrifuge model tests. The influence of varying strength and thickness of improved soil surround, and cover depth are studied on the stability and failure modes of a rectangular tunnel. It is observed that the failure behaviour of the tunnel in improved soil surround depends on the ratio of the strength of improved soil surround to the strength of surrounding soil, i.e., q_ui/q_us, rather than just q_ui. For low q_ui/q_us ratios,the stability increases with the cover; however, for the high strength improved soil surrounds with q_ui >> q_us, the stability decreases with the cover. The failure chart, modified stability equation, and stability chart are also proposed as preliminary design guidelines for constructing rectangular tunnels in the improved soil surrounded by soft clays.

• 한국환경복원기술학회지
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• 제18권4호
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• pp.1-14
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• 2015

A manipulation of zoysiagrass's lateral stems and soil-media; used for slope revegetation, is expected to facilitate the production of high-quality grass. To study the influences on the growth of zoysiagrass depending upon various soil-media conditions, two different types of soil are used. The results obtained - through investigation of its cover rates, leaf color and number - are summarized as follows. In mountain regions soil, there are no significant differences in growth and development of grass in treatments: zoysiagrass's lateral stems treatments with 1cm, 2cm, and 3cm soil-media and treatment with only seeding. Zoysiagrass, in most of the treatments, show about the same growth rates, and at the end, fair visual quality. Zoysiagrass's lateral stems treatments with 2cm, 3cm show slightly better growth, however, thickness of soil-media need not be more than 1cm to obtain an expected quality of lawn. In decomposed granite soil, there appears statistical significance in growth of the grass in treatments: zoysiagrass's lateral stems treatments with 1cm, 2cm, and 3cm soil-media and treatment with only seeding. The thicker the soil-media, the better the growth of grass, and that in treatment with seeding-only shows poor quality in general. And therefore, it is efficacious to plant in 3cm soil-media when quick formation of lawn is necessary; however, using 2cm soil-media is ultimately the most cost-efficient way of formation. But, when time allows - that is, more than three months - 1cm soil-media in decomposed granite soil is reasonable to formate just as effective lawn. And so when performing seeding, additional covering, fertilization or increasing the quantity of seed must be considered.

• 터널과지하공간
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• 제15권5호
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• pp.359-368
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• 2005

NATM 터널을 굴착하기에 토피가 너무 낮은 경우에는 보통 개착터널공법이 적용된다. 그러나 토피가 매우 낮거나 없는 계곡부에서 개착터널을 시공하기 위해서는 추가적인 두 곳의 갱구 형성과 복토가 이루어질 때까지 임시 사면에 대한 유지관리가 필요하다. 이런 경우에는 복토를 통해 토피를 확보한 후 터널을 굴착하는 방안이 유효하다. 이 연구는 터널 굴착이전에 소일시멘트로 복토한 후 굴착작업이 이루어진 대만고속철도 C240현장에 대한 사례 연구이다. 소일시멘트의 포틀랜드 시멘트 함유량은 $2\~4\%$이고, 1회 복토층의 두께는 $130\~250\;mm$ 범위가 되도록 시공하였다. 터널 굴착에 따른 소일시멘트 사면 및 터널내 최종 구조물인 콘크리트 라이닝에 대한 수치해석을 통해 안정성을 평가하였다.