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      • KCI등재후보

        생석회 파일을 이용한 얕은 사면 파괴의 안정화에 대한 기초 연구- 생석회 첨가에 따른 점성토의 특성 변화 중심으로 -

        권무남,구정민 한국지반환경공학회 2006 한국지반환경공학회논문집 Vol.7 No.5

        Quick lime made from limestone that are deposited abundantly in Korea has excellent potentials for stabilization of clayey soils. If Korea is able to take advantage of its abundant supply, economical efficiency could be achieved through mass production as well as being able to take advantage of utilization of natural resources. For stabilizing of clayey soil with lime, it is necessary to determine the required quantities of lime firstly and to evaluate the degree of stabilization with lime content. In this test, the quantity of lime required for 2 clayey soils which located in Seunggok and Bugok province respectively, and for 2 clay minerals - kaolinite and montmorillonite - were determined by ASTM C 977-92 and were evaluated for solidification of each samples with changing lime contents by Atterberg limit test and pH test. It was also evaluated for the improvement of each sample with lime content and curing time. The sample which added lime content determined by ASTM C 977-92 increased plastic limit, unconfined compression strength, and decreased pH in increasing trend. 국내 풍부하게 매장된 석회석에서 생산되는 생석회는 점성토의 안정화에 뛰어난 잠재성을 가지는데 생석회를 점성토의 안정화에 이용할 수 있다면 천연자원 이용측면에서도 장점을 가질 수 있다. 점성토의 안정화에 생석회를 이용하는 공법은 안정화에 필요한 생석회요구량의 결정과 생석회 함량에 따른 안정화의 정도가 우선적으로 평가되어야 한다. 본 실험에서는 성곡 및 부곡 지역의 점성토와 2종류의 점토광물- 카올리나이트계 및 몬모릴로나이트계 -에 대하여 ASTM C 977-92에 따라 안정화에 필요한 생석회요구량을 결정하였으며 아터버그실험 및 pH실험을 통하여 각 시료에 대하여 생석회첨가량을 변화시켜 고결화 정도를 평가하였다. 각 시료에 대하여 생석회첨가량과 양생기간을 변화시켜 개선여부도 평가하였다. 각 시료는 ASTM C 977-92에 따라 결정된 생석회량을 첨가함으로써 소성한계, 일축압축강도는 개선되었으며 pH값은 증가경향은 감소하였다.

      • 흙댐의 浸透水에 關한 硏究

        權武男 慶北大學校 1983 論文集 Vol.35 No.-

        In order to analyse the seepage flow phenomena through the earth dams, 39 kinds of model dams constructed were experimented according to the dam slope inclinations, the particle size of dam materials and the upstream water levels on the assumption that the flow is plane, steady and governed by Darcy's law. The results obtained are as follows: 1. The seepage line gradients were steep in proportion to the rise of the upstream water level and the increment ratio is disposed to decrease as the easiness of the dam slope inclinations but the particle size of the dam materials were not influenced to the variations of the seepage line gradients. 2. The dam slope inclinations were in direct ratio to the seepage line gradients, but the length of outcrop surface was in inverse proportion to it. 3. The position of outcrop point was upward tendency at the downstream slope surface as the rise of upstream water level and its height was approach to approximately 1/4-1/3 of the upstream water level. 4. The experimented and calculated results of the seepage line shape were in almost similar forms each other and the equipotential lines were proved the perpendicular arc to the flow lines. 5. The experimental seepage quantities were more than the calculated values and Schoklitisch's values were closed to the experimental values. 6. The seepage line for the core type section was similar to the cubic curve and the outcrop point was not appeared outward of the downstream slope surface.

      • 현장 투수시험 방법

        권무남,Kwon Moo-nam 한국관개배수위원회 1995 한국관개배수논문집 Vol.2 No.1

        현장 투수시험 방법 중에서 Borehole type의 Boutwell Permeameter와 Constant head bore-hole permeameter, 그리고 Porous probe type의 cone shaped porous probe(BAT Permeameter)에 대한 내용을 간단히 소개하였고, 각 측정법의 특징을 비교분석한 내용을 요약하면 (표-1)과 같으며, 기회가 있으면 Infiltrometer type와 Underdrain type에

      • KCI등재

        유류로 오염된 점성토의 지반공학적 특성 분석

        권무남,김현기,Kwon, Moo-Nam,Kim, Hyun-Ki 한국농공학회 2005 한국농공학회논문집 Vol.47 No.1

        This test was performed to evaluate the change of the unconfined compressive strength, strength parame¡?ters which resulted from direct shear test and oil residue percents analyzed by GC-MS as time lapse, oil addition. Unconfined compression strength of $10\%$ kerosene added by weight of dry soil recovered as time passed. In the case of $5\%$ kerosene added, the strength recovered as much as clean clayey soil after about 50 days passing. For the case of diesel added, the recovery of unconfined compressive strength was not shown even though about 60 days passed. The strength parameters (c, $\psi$) of kerosene added not changed but for diesel added, the cohesion was very decreased as diesel addition increased. Residual percent of kerosene in the soil was less than that of diesel as time passed.

      • 토목섬유로 보강한 모래-벤토나이트 차수재의 장기적 투수특성

        권무남,남효석,Kwon Moo-nam,Nam Hyo-suck 한국관개배수위원회 1998 한국관개배수논문집 Vol.5 No.2

        A series of model tank and rigid wall permeameter tests was performed in order to determine the long-term hydraulic conductivity of the sand-bentonite liners reinforced by geotextile. Main conclusions are as follows 1. The maximum dry density and optimum

      • 水平荷重을 받는 말뚝의 解析

        權武男 경북대학교 교육대학원 1977 논문집 Vol.8 No.-

        The analytical method of the laterally loaded pile having various reaction coefficients of the ground and boundary conditions, was studied by using four kinds of independent functional values which satified with the basic differential equation. The obtained results are sumarized as follows; 1. For the long pile, this method may be apllicable in the range of L/T values, 4 to 5. 2. It is convenient to analyze the pile under the assumption of K values in the case of x_0=0 or n=0. 3. For the short pile, the functional values of the Table 1 to 4 could be determined easily by the numerical analysis, when K values are varied as underground depth of pile and the end conditions are complicated.

      • 港灣粘土의 壓密沈下量 預測을 爲한 土質分析

        權武男,孫光植,李相昊 慶北大農學誌編輯委員 1986 慶北大農學誌 Vol.4 No.-

        本 硏究에서는 主要 港灣에서 採取한 海性粘土에 對하여 各種 工學力 性質들을 測定하여 이들의 相互關係를 分析 考察하였는바 그 結果를 要約하면 다음과 같다. 1. 本 試驗地區의 흙은 大部分이 CH, CL, ML로 構成되어 있으며 初期壓密이 進行中인 것으로 思料된다. 2. 壓縮指數와 液性限界의 關係式은 다음과 같다. CH : C_(c) = 0.0137 (LL - 22.6) CL : C_(c) = 0.0123 (LL - 14.64) 3. 壓縮指數와 初期間隙比의 關係는 塑性이 높은 흙 일수록 기울기가 완만하였으며 그 關係式은 다음과 같다. CH : C_(c) = 0.431 (e_(o)-0.504) CH : C_(c) = 0.471 (e_(o)-0.235) ML : C_(c) = 0.641 (e_(o)-0.393) 4. 壓縮指數와 自然含水比의 關係式은 다음과 같다. CH : C_(c) = 0.0133 (W_(n) - 28.27) CL : C_(c) = 0.0225 (W_(n) - 23.56) ML : C_(c) = 0.0106 (W_(n) - 16.42) 5. 初期間隙比 및 自然含水比와 壓縮指數의 關係는 높은 正의 相關으로 그 關係式은 다음과 같다. CH : C_(c) = 0.301 (e_(o) + 0.017W_(n) - 1.05) CL : C_(c) = 0.141 (e_(o) + 0.0567W_(n) - 1.054) ML : C_(c) = 0.421 (e_(o) + 0.0214W_(n) - 1.121) 6. 初期間隙比 및 液性限界와 壓縮指數의 關係式은 다음과 같다. CH : C_(c) = 0.36 (e_(o) + 0.08LL - 0.819) CL : C_(c) = 0.269 (e_(o) + 0.026LL - 0.929) 7. 海性粘土의 粘着力은 深度와 相關性이 없으며 一軸壓縮强度와의 關係式은 다음과 같다. CH : qu = 1.896 C + 0.0107 CL : qu = 1.849 C + 0.04 This study was performed in order to contemplate their correlations between physical and mechanical properties of the marine clays which were collected from main harbors in Korea. The results obtained are as follows: 1. Most of the soils in experimental districts consist of CH. CL. and ML. and they are considered to be still proceeding. 2. The equations of the relationship between compression index and liquid limit are as, follows: CH : C_(c) = 0.0137 (LL - 22.60) CL : C_(c) = 0.0123 (LL - 14.64) 3. The relationship between compression index and initial void ratio appears that the higher the plasticity, the easier the slope of the regression line. The equations are as follows: CH : C_(c) = 0.431 (e_(o)-0.504) CH : C_(c) = 0.471 (e_(o)-0.235) ML : C_(c) = 0.641 (e_(o)-0.393) 4. The equations of the relationship between compression index and natural water content are as follows: CH : C_(c) = 0.0133 (W_(n) - 28.27) CL : C_(c) = 0.0225 (W_(n) - 23.56) ML : C_(c) = 0.0106 (W_(n) - 16.42) 5. The relationship between initial void ratio and natural water content, and compression index is highly positive correlation and the equations are as follows: CH : C_(c) = 0.301 (e_(o) + 0.017W_(n) - 1.05) CL : C_(c) = 0.141 (e_(o) + 0.0567W_(n) - 1.054) ML : C_(c) = 0.421 (e_(o) + 0.0214W_(n) - 1.121) 6. The equations of the relationship between initial void ratio and liquid limit, and compression index are as follows: CH : C_(c) = 0.36 (e_(o) + 0.08LL - 0.819) CL : C_(c) = 0.269 (e_(o) + 0.026LL - 0.929) 7. The cohesion of marine clays is no concerned with the increment of depth. The equations of relationship between cohesion and unconfined compression stregth are as follows. CH : qu = 1.896 C + 0.0107 CL : qu = 1.849 C + 0.04

      • 打設式 管井의 Developing工法에 關한 硏究

        權武男,李基明,金照雄 慶北大學校 1975 論文集 Vol.20 No.-

        The purpose of this study is to develop the economic and effective Developing machine and method for the maintenance of function and development of tube wells. The results studied in these experiments are as follows: 1. The ability from various Developing instruments, Sand-Excluding(Dry Weight), is more than 2 times to compare air compressor and surge plunger method with hand pump method. 2. The thickness of the formed filter layer influenced largely on the ability of concentrating water is about 7 centimeters under the methods of the Developing and the gravel packing. 3. The possible pumping rates and the draw down of water table on the same pumping rates (100tons/day) equal to the Developing and gravel packing method.

      • 電氣相似模型에 依한 흙속의 浸透流 解析

        權武男,具賢謨,李相昊,李錫健 慶北大學校 1989 論文集 Vol.47 No.-

        This study was performed to evaluate the usefulness of the electrical analogue model in porous medium. Experimental values by the electrical analogue models were compared with those by the sand models and theoretical values by the fragment method. The results obtained are as follows: 1. The flow lines into the sand model were changed according to rising the upstream water level but those of the electrical analogue model weren't changed, and the equipotential lines were revealed to be almost same in the two kinds of models above. 2. The seepage quantities by the fragment method and the electrical analogue model were a little more than those by the sand model. 3. The exit gradients by the fragment method were steeper than those by the sand model and the electrical analogue model. 4. The seepage quantities were increased in proportion to the increment of the exit gradients. By means of the results above, it may be given as a conclusion that the electrical analogue model test is more useful than the sand model test for appling to seepage flow in the field condition, because the electrical analogue model test is more accurate and simpler. Then, the electrical analogue model test will be able to apply to the three-dimension seepage flow problems.

      • Geotextile Filter의 특수성능 분석

        權武南,李相昊,金勝勳 慶北大學校 1992 論文集 Vol.52 No.-

        In order to lock stability of geotextile filer to clogging or blocking, small scale laboratory tests were accomplished, considering to drainage conditions, on domestic and foreign nonwoven geotextile products used for filter, and permeable capacity of the geotextile filter was analyzed. The results obtained are as follows: 1. The permeable flow rate through the geotextile filter appears to be decrease remarkably in the initial stage of duration time but gradually afterward and is stabilized at 300 hours∼400 hours of duration time. 2. The increase ratio of permeable flow rate through the geotextile filter due to rising hydraulic head appears to be higher with protected soil having lower comparative content of fine particles, and the effect of rising hydraulic head finds to be higher with that protected soil. 3. The permeable flow rate through the geotextile filter appears to be higher with protected soil having lower content of fine particles and the increase of it trends to be considerable and to be decrease according to the elapse of time. From the fact, the flow rate finds to be more influenced by clogging or blocking with protected soil layer having lower content of fine particles. 4. It seems generally that the thicker the geotextile filter is, the higher the permeable flow rate is, but the decrease ratio of it in the initial stage finds to be lower in the case of thicker geotextile.

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