浸透水에 의한 모래層의 破壞에 관한 硏究

權武男,李相昊,柳泰夏 慶北大學校 1991 論文集 Vol.51 No.-

In order to investigate seepage failure of sand layer and analyze the effect of the loaded filter constructed on the top of the layer, small scale laboratory tests were carried out on 6 kinds of grain sized sand layers with and without loaded filter of variations of thickness. The results obtained are as follows; 1. The relationship between critical velocity and critical gradient had positive correlation and appears to be linear equation regardless of grain size of the sand. 2. The critical velocity had a trend to increase linearly as grain size of the sand get to be bigger. And the critical velocity in the effective size of 10mm appeared to be about 15 times of that of the 0.2㎜ effective size. 3. The critical velocity was increased according to increase the thickness of loaded filter. And the critical velocity in the 8㎝ thick of loaded filter showed to be 2 times as comparison to the case of no loaded filter. In virtue of the conclusion above, the seepage force can fail sand layer seriously but the stability of sand layers will be able to improve remarkably by construction of loaded filter on the top of the sand layer.

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.

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.

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.

흙의 最大乾燥密度와 最適合水比에 關한 硏究

權武男,金哲會,曺鎭久 慶尙大學校 1973 論文集 Vol.12 No.-

흙의 最大乾燥密度, 最適含水比가 自然含水比, 最大混潤密度, 望性限界 等과 密接한 關係를 갖고 있다는 것을 알고 이들이 다짐 作業을 필요로 하는 土工構造物에 주는 역할이 매우 크다는 것을 알았다. 이상의 實驗結果 및 考察에서 論議된 것을 要約하여 보면 다음과 같다. 1. 흙의 最大乾燥民度 γdmax.과 最適含水比 ωopt.는 깊은 相關性을 갖고 있으며 그 關係式은 아래와 같다. γdmax=1/0.0111(ωopt+35)…(A) 2. 自然含水比 ω??와 最適含水 ωopt 사이도 ωopt=0.758 ω??+2.606…(B) 의 식이 成立함을 알았고, 3. 따라서 3∼ 6月 사이의 乾燥期에 採取한 흙에 대해서는 式(A)와 (B)로써 쉽게 最適含水比와 最大乾燥密度를 推定할 수 있다. 4. 最大混潤密度 γtmax.에 의하여 最大乾燥密度 γdmax.와 最適含水比 ωopt를 推定하는 方法은 잘 맞지 않음을 알 수 있었다. 5. Davidson 公式, 日本의 公式, Hungany 公式을 써서 最大乾燥密度와 最適含水比를 구하는 方法을 우리나라에는 適用하기 어렵다는 것을 알았다. In design of earth banking works such as earth darn, bank of waterway, road etc. the maximum dry density and optimum moisture content of soil decide its strength and stability. This experimental research was carried out to give criteria of limit of compaction, moisture content and soil-layer thickness and to derive its empirical formula according to the analysis of relations between maximum dry density and optimum moisture content of soil. The results obtained in this experiment are presentcd as follow: 1. Highly significance between maximum dry density, γ dmax. and optimum moisture content, ωopt. may be as follow: γdmax=1/0.0111(ωopt+35)…(1) 2. The relation between field moisture content, ω?? and optimum moisture content, ωopt. , of the soil samples in dry season, from march to June and in 1.5 to 2.0m depths of ground surface may be presented as the following equation: ωopt=0.758 ω??+2.606…(2) 3. Optimum moisture content, ωopt. and the maximum dry density, γ dmax. may be computed in dry season, by applying the general equation(1) and (2), respectively. 4. Evaluations of maximum dry density, γ dmax. and optimum moisture Content of soil, ωopt. by Davidson's formula, Hangarian formula, and; Japanese formula may not be satisfactory results in Korea.

干拓地에서 潮位와 地下水位와의 關係에 對하여

權武男,李根厚,金哲會 慶尙大學校 1975 論文集 Vol.14 No.-

The relation between tide level and ground water level in reclaimed land is one of important imformations to make the successful agriculture in reclaimed land and water resources development. To clarify this relationship, an investigation was made at the newly reclaimed land located in Gyeong-nam province. Obtained results were as follows: 1. The fluctuation of tide level affected significantly (r=0.468*∼0.670**) the ground water level variation in reclaimed land. 2. The nearer to shore line, the greater the effect of tidal fluctuation on ground water level. It was found that no significant effect of tidal fluctuation on ground water level existed beyond the range of 2km from shore line. 3. The average ground water level during the rising interval of tidal curve was higher than the average ground water level during the falling interval of tidal curve. 4. The magnitude of ground water level variation curve was one half of the magnitude of tidal curve.

조립 Filter내에서 세상의 이동현상에 대한 비교분석

金顯起,權武男 慶北大學校農業科學技術硏究所 1998 慶北大農學誌 Vol.16 No.-

본 실험에서는 수리구조물의 보호되는 토립자의 필터내 이동과 이로인한 필터의 기능 저하를 실험을 통하여 비교분석한 결과 다음과 같은 결론을 얻었다. 1. 수두가 높고 공극이 클수록 필터내 세사의 이동은 심했으며 조기에 흐름의 안정화에 도달하게 되었지만 필터외부로의 입자유출도 많았으며, 공극이 작고 유속이 빠르면 필터와 모래의 접촉면에 인접한 곳에서 Blocking현상이 크게 일어남을 알 수 있었다. 2. 필터기능에 영향을 주는 세사의 이동은 공극의 크기와 수두에 큰 영향을 받음을 알 수 있었고, USCE 필터와 USSPL 필터는 공극이 크기 때문에 같은 조건하에서 흐름의 안정이 다른 필터들 보다 조기에 이루어 졌다. 3. 세사의 이동잔류량은 USSPL, USCE, USBR, Newton & Hurley, Bertram 필터순으로 많이 나타났다. 4. 흐름의 안전에 소요된 시간은 Bertram, Newton & Hurley, USBR, USSPL, USCE 필터 순으로 적었고, 투수계수는 USBR, Bertram, Newton & Hurley, USSPL, USCE 필터순으로 크게 나타났다. 5. 여러 가지 종류의 필터기준중 USCE와 USSPL기준의 필터가 투수계수의 안정에 소요된 시간이 가장 짧고, 세사의 이동량이 적으므로 가장 적합한 것으로 인정된다. This experiment did comparison and analysis that protected soil particle migration have affect on function of the filter and therefore fall function of the filter. Results obtained are as follows: 1.High water head makes to be much movement of fine sand and out flow of particle to the outside. The filter have large opening size that reached stability an early stage, but much fine sand is washed away. If the velocity turns fast and becomes small, blocking phenomenon is remarkable nearby the filter-sand interface. 2. The movement of fine sand that effect on function of filter depend on opening size and change of water head. Under the same condition, USCE filter and USSPL filter is reached earlier than other filter that is stability of stage, because it's opening size is large. 3. Residual quantity of fine sand migration was largly come out in order of USSPL, USCE, USBR, Newton & Hurley, Bertram filter. 4. The time required to stability of flow was taken less in order of Bertram, Newton & Hurley, USBR, USSPL, USCE filter and coefficient of permeability was highly come out in order of USBR, Bertram, Newton & Hurley, USSPL, USCE filter. 5. It proved that USCE and USSPL is suitable for the filter criteria.

석회 흔입 점토의 강도 특성

여재호,권무남,구정민,김현기 경북대학교 농업과학기술연구소 2000 慶北大農學誌 Vol.18 No.-

This study was conducted to investigate most effective the optimum lime content for lime-clay modification. To achieve the aim, characteristics of compaction and compressive strength were tested by adding of 0, 5, 10, 15 and 20% lime (Hydrated lime) of dry weight of the clay. Distilled water was added 10, 15, 20 and 25% of dry weight of lime-clay mixture. In this test, the compressive strength of the specimens was measured according to the following curing period : 7, 21, 28, 35 and 49 days. The results are as follows. (1) As lime additive increased, the optimum moisture content of lime-clay mixture was increased and the maximum dry density was decreased. (2) the soil mixture of 20% of the moisture content and 10% of lime additive was shown the maximum compressive strength. (3) As curing period longer, the compressive strength was increased but after 21 curing days, the increasing rate of compressive strength was low as compared with earlier its value. (4) In the range of 20% of the moisture content, compressive strength of mixture of 10% lime additive increased twice compared with that of mixture of 0% lime additive. (5) All of the lime-clay are possible to use for an sub-base material and 20% of moisture content of lime-clay mixture is possible to use for a base material.

河川의 取入水門設置에 依한 背水現象과 洪水 調節硏究

徐承德,金哲會,權武男 慶尙大學校 1972 論文集 Vol.11 No.-

Backwater curves were first applied to the long, smooth profile of the water surface upstream from a dam or other obstruction in a river channel. There are several methods for determining backwater curves in low-velocity river channels. Each of the methods is based on Bernoullis energy theorem and Mannings friction formula. The most common type of backwater Problems is the determination of water-surface elevations in a river channel upstream a station or Point to which the discharge and water-surface elevation are known. Flood routing identifies the procedure by which a flood discharge hydrograph at any point on the stream is determined from a known discharge hydrograph at some point upstream. It is generally necessary to use approximate flood-routing methods that either ignore some of the factors affecting flood wave movement or are based upon simplifying assumptions in regard to such factors. Of the many methods for the flood routing or storage analysis, the Muskingum method has mainly been applied to a natural river channel and the Modified Pul's method to a reservoir and weir respectively. In this thesis, Backwater and flood routing problems are analysed jointly. 1. Backwater curves at design water level 2.40m M.S.L. In case of natural river channel, the following theorem was applied ?? ?? ?? where Q=192.0 ㎥/Sec, A=300, 7㎡, R=2.65m, n=0.03 as the result, 18cm back water height was derived at the length of 5.3km, (refer to tablee 12). In case of intakegate established, Bresse formula was applied ?? ?? using the above, l=25,015.1-10,000h+?? was derived and 30.2cm of backwater height estimated at the length of 5.3km., In eventual, 2.2cm of backwater height difference between two cases were calculcted. 2. Flood routing at the design storage capacity of 1,964,950㎣(design water level of 2.40m M.S.L.) Discharge capacity of the Intakegate requires 36mins to drop the height of 2.40 M.S.L. to 0.75m M.S.L. at no rainy condition, and considering 220mm of maximum daily rainfall in flood time, 60mins were required to drop the gage height to the 0.75m M.S.L. During the control period of 60mins, the water level in each point was followings, Baikgoo: 2,415m M.S.L.(Lowest ground height: 2.52m) Banwol: 2.67m (2.72m) Masan: 2.60m (3.07m) Dodo: 2.91m (3.28m) Refering to the above results, a damage may not be met by those backwater curve and flood.

河川의 流砂量 調査硏究

曺鎭久,徐承德,權武男 慶尙大學校 1973 論文集 Vol.12 No.-

本 硏究는 南漢江에 建設豫定인 忠州 댐 地點에서의 年間 流砂量을 推定하기 위하여 F.B. Toffaleti 公式에 의하여 分析을 實施한 바 이를 要約하면 다음과 같다. 가. 河川流量을 測定하기 위하여 Price式 流速計를 使用하였으며, 流速計의 檢定係數는 다음과 같다. 저속 유속계 v≥60.96 cm/sec, v=66.2N+1.737 (cm/sec) v≥60.96 cm/sec, v=67.18N+0.823 (cm/sec) 고속 유속계 v=0.673N+0.015 (m/sec) N; Revolution per second 나. 試料를 採取하기 위해서 US D-49 Depth-Integrating Sampler이 使用되었다. 다. F.B. Toffaleti 公式에 의하여 年間 流砂量을 推定하여 본 부 本 地點에서의 年間 流砂량은 2,701,950 ton/year이었으며 流域面積 6,688㎢를 고려하면 單位面積當 404 T/㎢/year에 달하였다. 라. 流量과 總流砂量 및 流量과 浮遊流砂量과의 관계는 다음 式으로 주어진다. (1) ?? (2) ?? Sediment discharge is the quantity of suspended and bed load sediment that moves by saltation, rolling, or sliding on or near the stream bed, passing any cross section of a stream in a unit time. To date no satisfactory means of the sampling of sediment transportation has been developed, although there arc many types of samplers that have been used since about 1390, but all of these samplers are known to have a very low efficency, which changes with varying conditions and hence give only a very approximate estimate of the rate of sediment transportation. This study carried out to estimate the amount of the sediment transportation at the Chungju dam site of Nam Ran River. 1. Price's type currentmeter was used for the estimate of the river discharge. Low velocity: v≥60.96 cm/sec, v=66.2N+1.737 (cm/sec) v≥60.96 cm/sec, v=67.18N+0.823 (cm/sec) High velocity: v=0.673N+0.018 (m/sec) N; Revolution per second 2. To sample the sediment load, US D-49 Depth-Integrating Samplers were adapted. 3. Yearly sediment discharge was estimated by the theoretical formula of F. B. Toffaleti. The amounts of total yearly mean sediment were 2,701,950 ton/year under the total watershed area of 6,683㎢ or 404 T/㎢/year, and yearly mean discharge is 78×100,000,000㎥ 4. Co-relation between (1) the total discharge and sediment discharge and (2) discharge and suspended sediment load are the below. (1) ?? (2) ??