• 한국수자원학회논문집
• /
• 제36권2호
• /
• pp.273-284
• /
• 2003

본 연구에서는 교각에 부유잡목이 걸린 경우의 피해사례와 원인을 검토하고 교각주위의 부유잡목에 의한 수위 및 유속의 변화에 대하여 검토하였다. 또한 교각에 걸린 부유잡목의 면적변화 및 각도변화에 따른 교각 주위의 흐름특성을 통해 교량 및 제방의 안정된 설계를 위한 부유잡목의 기초적인 특성을 파악하였다. 각종 설계기준을 검토한 결과 하천에 설치된 교량 등 수리구조물의 여유고는 단순히 하천의 유량에 따라 결정하도록 하고 있어 좀더 구체적인 기준이 필요한 것으로 판단된다. 모형 실험결과 수심이 크고 유속이 작은 경우에 잡목 비율이 증가할수록 수위변화 폭은 크게 증가하고 있는 것으로 나타났다. 따라서 부유잡목에 의한 유속, 수위 등 흐름특성은 수심이 크고 유속이 작아서 홍수시에도 비교적 적은 Fr수가 발생되는 중소하천에서 그 변화폭이 클 것으로 판단된다. 또한 실험결과 Fr수가 약 0.6일 때 부유잡목이 10%이상이 되면 현재의 여유고 기준을 초과하는 수위가 발생하는 것으로 나타나 중소하천의 구조물 설치시에는 잡목의 영향, 유속분포, 수위변화 등을 고려한 구체적인 실험을 실시하고 이를 통해 좀더 안전한 여유고가 제시되어져야 할 것으로 판단된다.

• 농촌계획
• /
• 제22권2호
• /
• pp.121-129
• /
• 2016

A disaster can be defined in many ways based on perspectives, in addition, its types are able to classify differently by various standards. Considering the different perspectives, the disaster can be occurred by natural phenomenon that is like typhoon, earthquake, flood, and drought, and by the accident that is like collapse of facilities, traffic accidents, and environmental pollution, etc. Into the modern society, moreover, the disaster includes the damages by diffusion of epidemic and infectious disease in domestic animals. The disaster was defined by natural and man-made hazards in the past. As societies grew with changes of paradigm, social factors have been included in the concept of the disaster according to new types unexpected by new disease and scientific technology. Change the concept of social disasters, Ministry of Public Safety and Security (MPSS) has provided the regional safety index, which measures the safety level of a local government. However, this regional safety index has some limitation to use because this index provides the information for city unit which is a unit of administrative districts of urban. Since these administrative districts units are on a different level with urban and rural areas, the regional safety index provided by MPSS is not be able to direct apply to the rural areas. The purpose of this study is to determine the regional safety index targeting rural areas. To estimate the safety index, we was used for 3 indicators of the MPSS, a fire, a crime, and an infectious disease which are evaluable the regional safety index using an accessibility analysis. For determining the regional safety index using accessibility from community centers to public facilities, the safety index of fire, crime, and infectious disease used access time to fire station, police office, and medical facility, respectively. An integrated Cheongju, targeting areas in this study, is mixed region with urban and rural areas. The results of regional safety index about urban and rural areas, the safety index in rural area is relatively higher than in the urban. Neverthless the investment would be needed to improve the safety in the rural areas.

• 한국정보통신학회논문지
• /
• 제12권4호
• /
• pp.724-729
• /
• 2008

2003년 9월 12일 마산시 해안지역에 상륙한 태풍 '매미'는 지금까지 우리나라에서 발생한 가장 큰 연안재해를 기록하였다. 따라서 태풍해일에 대한 종합적인 방재시스템 구축과 해일피해를 대비한 세부구역별 대책수립이 시급한 실정이다. 본 연구에서는 태풍 '매미' 당시 해일로 인해 가장 큰 피해를 입었던 마산만 지역을 중심으로 최고 극조위에 따른 최대 침수구역을 산정하고 실제 침수구역과 비교분석 하여 침수모형의 정확도를 분석하고 침수해일의 방어목적으로 제안한 방재언덕등에 대한 다차원 홍수피해 산정방법을 적용하여 경제성 분석을 실시함으로써 이에 대한 타당성 평가 및 방재사업에 필요한 기초자료를 제공하는데 그 목적이 있다. 또한 향후 태풍해일 위험지역의 지형적 특성을 고려한 정확한 분석 데이터를 위하여 고해상도 위성 영상 및 LiDAR등의 데이터를 활용할 필요성이 있으며, 이를 이용하여 범람위험구역의 자료를 GIS Database화하여 보다 정확한 피해함수를 도출하여 피해를 최소화 할 수 있는 방안을 마련해야 할 것이다.

• 한국수자원학회:학술대회논문집
• /
• 한국수자원학회 2016년도 학술발표회
• /
• pp.189-189
• /
• 2016

To generate information that contributes to climate change risk management, it is important to perform a precise assessment on the impact in diverse aspects. Considering this academic necessity, Japanese government launched continuous research project for the climate change impact assessment, and one of the representative project is Program for Risk Information on Climate Change (Sousei Program), Theme D; Precise Impact Assessment on Climate Change (FY2012 ~ FY2016). In this research program, quantitative impact assessments have been doing from a variety of perspectives including natural hazards, water resources, and ecosystems and biodiversity. Especially for the natural hazards aspect, a comprehensive impact assessment has been carried out with the worst-case scenario of typhoons, which cause the most serious weather-related damage in Japan, concerning the frequency and scale of the typhoons as well as accompanying disasters by heavy rainfall, strong winds, high tides, high waves, and landslides. In this presentation, a framework of comprehensive impact assessment with the worst-case scenario under the climate change condition is introduced based on a case study of Theme D in Sousei program There are approx. 25 typhoons annually and around 10 of those approach or make landfall in Japan. The number of typhoons may not change increase in the future, but it is known that a small alteration in the path of a typhoon can have an extremely large impact on the amount of rain and wind Japan receives, and as a result, cause immense damage. Specifically, it is important to assess the impact of a complex disaster including precipitation, strong winds, river overflows, and high tide inundation, simulating how different the damage of Isewan Typhoon (T5915) in 1959 would have been if the typhoon had taken a different path, or how powerful or how much damage it would cause if Isewan Typhoon occurs again in the future when the sea surface water temperature has risen due to climate changes (Pseudo global warming experiment). The research group also predict and assess how the frequency of "100-years return period" disasters and worst-case damage will change in the coming century. As a final goal in this research activity, the natural disaster impact assessment will extend not only Japan but also major rivers in Southeast Asia, with a special focus on floods and inundations.

• 한국농공학회지
• /
• 제20권1호
• /
• pp.4592-4598
• /
• 1978

The purpose of this research is to find out mathemetically an economical intake water depth in the design of head works through the derivation of some formulas. For the performance of the purpose the following formulas were found out for the design intake water depth in each flow type of intake sluice, such as overflow type and orifice type. (1) The conditional equations of !he economical intake water depth in .case that weir body is placed on permeable soil layer ; (a) in the overflow type of intake sluice, {{{{ { zp}_{1 } { Lh}_{1 }+ { 1} over {2 } { Cp}_{3 }L(0.67 SQRT { q} -0.61) { ( { d}_{0 }+ { h}_{1 }+ { h}_{0 } )}^{- { 1} over {2 } }- { { { 3Q}_{1 } { p}_{5 } { h}_{1 } }^{- { 5} over {2 } } } over { { 2m}_{1 }(1-s) SQRT { 2gs} }+[ LEFT { b+ { 4C TIMES { 0.61}^{2 } } over {3(r-1) }+z( { d}_{0 }+ { h}_{0 } ) RIGHT } { p}_{1 }L+(1+ SQRT { 1+ { z}^{2 } } ) { p}_{2 }L+ { dcp}_{3 }L+ { nkp}_{5 }+( { 2z}_{0 }+m )(1-s) { L}_{d } { p}_{7 } ] =0}}}} (b) in the orifice type of intake sluice, {{{{ { zp}_{1 } { Lh}_{1 }+ { 1} over {2 } C { p}_{3 }L(0.67 SQRT { q} -0.61)}}}} {{{{ { ({d }_{0 }+ { h}_{1 }+ { h}_{0 } )}^{ - { 1} over {2 } }- { { 3Q}_{1 } { p}_{ 6} { { h}_{1 } }^{- { 5} over {2 } } } over { { 2m}_{ 2}m' SQRT { 2gs} }+[ LEFT { b+ { 4C TIMES { 0.61}^{2 } } over {3(r-1) }+z( { d}_{0 }+ { h}_{0 } ) RIGHT } { p}_{1 }L }}}} {{{{+(1+ SQRT { 1+ { z}^{2 } } ) { p}_{2 } L+dC { p}_{4 }L+(2 { z}_{0 }+m )(1-s) { L}_{d } { p}_{7 }]=0 }}}} where, z=outer slope of weir body (value of cotangent), h1=intake water depth (m), L=total length of weir (m), C=Bligh's creep ratio, q=flood discharge overflowing weir crest per unit length of weir (m3/sec/m), d0=average height to intake sill elevation in weir (m), h0=freeboard of weir (m), Q1=design irrigation requirements (m3/sec), m1=coefficient of head loss (0.9∼0.95) s=(h1-h2)/h1, h2=flow water depth outside intake sluice gate (m), b=width of weir crest (m), r=specific weight of weir materials, d=depth of cutting along seepage length under the weir (m), n=number of side contraction, k=coefficient of side contraction loss (0.02∼0.04), m2=coefficient of discharge (0.7∼0.9) m'=h0/h1, h0=open height of gate (m), p1 and p4=unit price of weir body and of excavation of weir site, respectively (won/㎥), p2 and p3=unit price of construction form and of revetment for protection of downstream riverbed, respectively (won/㎡), p5 and p6=average cost per unit width of intake sluice including cost of intake canal having the same one as width of the sluice in case of overflow type and orifice type respectively (won/m), zo : inner slope of section area in intake canal from its beginning point to its changing point to ordinary flow section, m: coefficient concerning the mean width of intak canal site,a : freeboard of intake canal. (2) The conditional equations of the economical intake water depth in case that weir body is built on the foundation of rock bed ; (a) in the overflow type of intake sluice, {{{{ { zp}_{1 } { Lh}_{1 }- { { { 3Q}_{1 } { p}_{5 } { h}_{1 } }^{- {5 } over {2 } } } over { { 2m}_{1 }(1-s) SQRT { 2gs} }+[ LEFT { b+z( { d}_{0 }+ { h}_{0 } )RIGHT } { p}_{1 }L+(1+ SQRT { 1+ { z}^{2 } } ) { p}_{2 }L+ { nkp}_{5 }}}}} {{{{+( { 2z}_{0 }+m )(1-s) { L}_{d } { p}_{7 } ]=0 }}}} (b) in the orifice type of intake sluice, {{{{ { zp}_{1 } { Lh}_{1 }- { { { 3Q}_{1 } { p}_{6 } { h}_{1 } }^{- {5 } over {2 } } } over { { 2m}_{2 }m' SQRT { 2gs} }+[ LEFT { b+z( { d}_{0 }+ { h}_{0 } )RIGHT } { p}_{1 }L+(1+ SQRT { 1+ { z}^{2 } } ) { p}_{2 }L}}}} {{{{+( { 2z}_{0 }+m )(1-s) { L}_{d } { p}_{7 } ]=0}}}} The construction cost of weir cut-off and revetment on outside slope of leeve, and the damages suffered from inundation in upstream area were not included in the process of deriving the above conditional equations, but it is true that magnitude of intake water depth influences somewhat on the cost and damages. Therefore, in applying the above equations the fact that should not be over looked is that the design value of intake water depth to be adopted should not be more largely determined than the value of h1 satisfying the above formulas.

• 한국농공학회지
• /
• 제7권1호
• /
• pp.861-876
• /
• 1965

During my stay in the Netherlands, I have studied the following, primarily in relation to the Mokpo Yong-san project which had been studied by the NEDECO for a feasibility report. 1. Unit hydrograph at Naju There are many ways to make unit hydrograph, but I want explain here to make unit hydrograph from the- actual run of curve at Naju. A discharge curve made from one rain storm depends on rainfall intensity per houre After finriing hydrograph every two hours, we will get two-hour unit hydrograph to devide each ordinate of the two-hour hydrograph by the rainfall intensity. I have used one storm from June 24 to June 26, 1963, recording a rainfall intensity of average 9. 4 mm per hour for 12 hours. If several rain gage stations had already been established in the catchment area. above Naju prior to this storm, I could have gathered accurate data on rainfall intensity throughout the catchment area. As it was, I used I the automatic rain gage record of the Mokpo I moteorological station to determine the rainfall lntensity. In order. to develop the unit ~Ydrograph at Naju, I subtracted the basic flow from the total runoff flow. I also tried to keed the difference between the calculated discharge amount and the measured discharge less than 1O~ The discharge period. of an unit graph depends on the length of the catchment area. 2. Determination of sluice dimension Acoording to principles of design presently used in our country, a one-day storm with a frequency of 20 years must be discharged in 8 hours. These design criteria are not adequate, and several dams have washed out in the past years. The design of the spillway and sluice dimensions must be based on the maximun peak discharge flowing into the reservoir to avoid crop and structure damages. The total flow into the reservoir is the summation of flow described by the Mokpo hydrograph, the basic flow from all the catchment areas and the rainfall on the reservoir area. To calculate the amount of water discharged through the sluiceCper half hour), the average head during that interval must be known. This can be calculated from the known water level outside the sluiceCdetermined by the tide) and from an estimated water level inside the reservoir at the end of each time interval. The total amount of water discharged through the sluice can be calculated from this average head, the time interval and the cross-sectional area of' the sluice. From the inflow into the .reservoir and the outflow through the sluice gates I calculated the change in the volume of water stored in the reservoir at half-hour intervals. From the stored volume of water and the known storage capacity of the reservoir, I was able to calculate the water level in the reservoir. The Calculated water level in the reservoir must be the same as the estimated water level. Mean stand tide will be adequate to use for determining the sluice dimension because spring tide is worse case and neap tide is best condition for the I result of the calculatio 3. Tidal computation for determination of the closure curve. During the construction of a dam, whether by building up of a succession of horizontael layers or by building in from both sides, the velocity of the water flowinii through the closing gapwill increase, because of the gradual decrease in the cross sectional area of the gap. 1 calculated the . velocities in the closing gap during flood and ebb for the first mentioned method of construction until the cross-sectional area has been reduced to about 25% of the original area, the change in tidal movement within the reservoir being negligible. Up to that point, the increase of the velocity is more or less hyperbolic. During the closing of the last 25 % of the gap, less water can flow out of the reservoir. This causes a rise of the mean water level of the reservoir. The difference in hydraulic head is then no longer negligible and must be taken into account. When, during the course of construction. the submerged weir become a free weir the critical flow occurs. The critical flow is that point, during either ebb or flood, at which the velocity reaches a maximum. When the dam is raised further. the velocity decreases because of the decrease\ulcorner in the height of the water above the weir. The calculation of the currents and velocities for a stage in the closure of the final gap is done in the following manner; Using an average tide with a neglible daily quantity, I estimated the water level on the pustream side of. the dam (inner water level). I determined the current through the gap for each hour by multiplying the storage area by the increment of the rise in water level. The velocity at a given moment can be determined from the calcalated current in m3/sec, and the cross-sectional area at that moment. At the same time from the difference between inner water level and tidal level (outer water level) the velocity can be calculated with the formula $h= \frac{V^2}{2g}$ and must be equal to the velocity detertnined from the current. If there is a difference in velocity, a new estimate of the inner water level must be made and entire procedure should be repeated. When the higher water level is equal to or more than 2/3 times the difference between the lower water level and the crest of the dam, we speak of a "free weir." The flow over the weir is then dependent upon the higher water level and not on the difference between high and low water levels. When the weir is "submerged", that is, the higher water level is less than 2/3 times the difference between the lower water and the crest of the dam, the difference between the high and low levels being decisive. The free weir normally occurs first during ebb, and is due to. the fact that mean level in the estuary is higher than the mean level of . the tide in building dams with barges the maximum velocity in the closing gap may not be more than 3m/sec. As the maximum velocities are higher than this limit we must use other construction methods in closing the gap. This can be done by dump-cars from each side or by using a cable way.e or by using a cable way.

• 한국산림과학회지
• /
• 제5권1호
• /
• pp.4-9
• /
• 1966

1. On 13 September 1964 a storm raged for 3 hours and 20 minutes with pounding heavy rainfalls, and precipitation of 287.5 mm was recorded on that day. The numerous landslides were occured in the eroded forest land neighbouring Mt. Chunbo, while no landslides recorde at all on Mt. Jookyup within the premise of Kwangnung Experiment Station, the Forest Experiment Station. 2. Small-scalled Landslides were occured in 43 different places of watershed area (21.97 ha.) in which the survey had already been done, in and around Mt. Chunbo (378 m a.s.l.). The accumulated soil amount totaled $2,146,56m^3$ due to the above mentioned landslides, while soil accumulated from riverside erosion has reached to $24,168.79m^3$, consisting of soils, stones, and pebbles. However, no landslides were reported in the Mt. Jook yup area because of dense forest covers. The ratio of the eroded soil amount accumulated from the riversides to that of watershed area was 1 to 25. On the other hand, the loss and damage in the research area of Mt. Chonbo are as follows: 28 houses completly destroyed or missing 7 houses partially destroyed 51 men were dead 5 missing, and 57 wounded. It was a terrible human disaster However, no human casualties were recorded at all, 1 house-completly destroyed and missing, 2 houses-partially destroyed. Total:3 houses were destroyed or damaged, in The area of Mt. Jookyup 3. In the calculation of the quanty of accumulated soil, the or mula of "V=1/3h ($a+{\sqrt{ab}}+b$)" was used and it showed that 24, 168.79m of soil, sands, stones and pebbles carried away. 4. Average slope of the stream stood 15 at the time of accident and well found that there was a correlation between the 87% of cross-area sufferd valley erosion and the length of eroded valley, after a study on regression and correlation of the length and cross-area. In other works, the soil erosion was and severe as we approached to the down-stream, counting at a place of average ($15^{\circ}1^{\prime}$) and below. We might draw a correlation such as "Y=ax-b" in terms of the length and cross-area of the eroded valley. 5. Sites of char-coal pits were found in the upper part of the desert-like Mt. Chunbo and a professional opinion shows that the mountain was once covered by the oak three species. Furthermore, we found that the soil of both mountains have been kept the same soil system according to a research of the soil cross-area. In other words, we can draw out the fact that, originally, the forest type and soil type of both Mt. Chunbo (378m) and Mt. Jookyup (610m) have been and are the same. However, Mt. Chunbo has been much more devastated than Mt. Jookyup, and carried away its soil nutrition to the extent that the ratios of N. $P_2O_5K_2O$ and Humus C.E.C between these two mountains are 1:10;1:5 respectively. 6. Mt. Chunbo has been mostly eroded for the past 30 years, and it consists of gravels of 2mm or larger size in the upper part of the mountain, while in the lower foot part, the sandy loam was formulated due to the fact that the gluey soil has been carried and accumulated. On the hand, Mt. Jookyup has consitantly kept the all the same forest type and sandy loam of brown colour both in the upper and lower parts. 7. As for the capability of absorbing and saturating maximum humidity by the surface soil, the ratios of wet soil to dry soil are 42.8% in the hill side and lower part of the eroded Mt. Chunbo and 28.5% in the upper part. On the contrary, Mt. Jookyup on which the forest type has not been changed, shows that the ratio in 77.4% in the hill-side and 68.2% in the upper part, approximately twice as much humidity as Mt. Chunbo. This proves the fact that the forest lands with dense forest covers are much more capable of maintaining water by wood, vegitation, and an organic material. The strength of dreventing from carring away surface soil is great due to the vigorous network of the root systems. 8. As mentioned above, the devastated forest land cause not only much greater devastation, but also human loss and property damage. We must bear in mind that the eroded forest land has taken the valuable soil, which is the very existance of origin of both human being and all creatures. As for the prescription for preventing erosion of forest land, the trees for furtilization has to be planted in the hill,side with at least reasonable amount of aertilizer, in order to restore the strength of earth soil, while in the lower part, thorough erosion control and reforestation, and establishments along the riversides have to be made, so as to restore the forest type.

• 한국산림과학회지
• /
• 제28권1호
• /
• pp.50-66
• /
• 1975

화전경작(火田耕作)은 산림(山林)을 황폐화(荒廢化)하고 국토(國土)를 침식(浸蝕)하여 한수해(旱水害)를 유발(誘發)시키며 국가발전(國家發展)과 국민경제향상(國民經濟向上)에 일대저해요인(一大沮害要因)의 작용(作用)을 하고 있음으로 이를 근절(根絶)시킴은 국가적사명(國家的使命)으로 되어 있다. 강원도(江原道)는 전도면적(全道面積)의 8할(割)이 산림(山林)으로 점(占)하고 있어 화전면적(火田面積)이 타지(他道)에 비(比)하여 가장 많이 분포(分布)되고 있다. 이로 인(因)한 산림피해(山林被害)는 막심(莫甚)하며 도민(道民)의 경제발전(經濟發展)이 지연(遲延)되고 있어 65년(年)부터 7개년계획(個年計劃)으로 화전정리사업(火田整理事業)에 착수(着手)하였으나 68년(年) 삼척(三陟), 울진공비침투사건(蔚珍共匪浸透事件)으로 산악지대(山岳地帶)의 독가촌정리사업(獨家村整理事業)이 국가안보상(國家安保上) 시급(時急)을 요(要)하게 되어 본사업(本事業)은 부득이(不得已) 중단(中斷)되었다. 그 후(後) 새로운 화전(火田)을 모경(冒耕)하는 자(者)가 속출(續出)하여 산림파괴(山林破壞)가 심(甚)함으로 73년(年)을 준비년도(準備年度)로 하고 74~76년(年)의 3개년계획(個年計劃)으로 화전정리사업(火田整理事業)을 완결(完結)할 목표하(目標下)에 도행정력(道行政力)을 총동원(總動員)하여 강력(强力)하게 추진(推進)하고 있다. 본사업(本事業)의 성패(成敗)는 화전정리(火田整理)로 생계위협(生計危脅)에 직면(直面)하는 화전민(火田民)에 대(對)한 자립기반조성여부(自立基盤造成與否)에 달려있으며 다음과 같은 문제점(問題點)이 해결(解決) 되어야 한다. 1) 이주화전민(移住火田民)에 대(對)한 취업정착(就業定着)이 성취(成就)되어야 한다. 2) 현지정착화전민(現地定着火田民)에 대(對)한 자립기반조성(自立基盤造成)에 필요(必要)한 최소한도(最小限度)의 지원(支援)이 보장(保障)되어야 한다. 3) 공공기관(公共機關) 및 기업체(企業體)는 화전민(火田民)에 대(對)한 취업취로(就業就勞)를 우선적(優先的)으로 수용(受容)하여야 한다. 4) 화전민(火田民)은 취업취로(就業就勞)로 생활기반(生活基盤)이 확립(確立)되어야 한다. 5) 화전민자신(火田民自身)이 자조(自助) 자립정신(自立精神)이 확립(確立)되어야 한다. 6) 새마을 사업(事業)과 연결(連結)된 자조근로사업(自助勤勞事業)을 확장(擴張)시켜 취로(就勞)의 기회(機會)를 주어야 한다. 7) 도민(道民)은 화전민(火田民)에 대(對)한 물심양면(物心兩面)의 지원(支援)으로 동포애(同胞愛)를 발휘(發揮)하여야 한다. 8) 화전지조림(火田地造林)은 적지적수(適地適樹)가 이행(履行)되어야 한다. 9) 산주(山主)가 원(願)는 수종(樹種)의 묘목(苗木)을 확보공합(確保供給)하여야 한다. 10) 산림계(山林契)의 조직기능(組織機能)을 강화(强化)하여 화전조림지(火田造林地)의 관리(管理)에 철저(徹底)를 기(期)하여야 한다.

• 한국작물학회지
• /
• 제34권s02호
• /
• pp.13-33
• /
• 1989

농업기후는 적지 적작을 통하여 주어진 기후자원을 최대한 활용한다는 의미에서 더욱 정밀하게 분석되고 평가되어야 한다. 작물 생산의 안정성 증대와 생산비 절감을 도모하기 위해서는 작물별로 농업기후 지대를 구분하여, 지대별로 알맞은 품종과 재배 기술을 도입 실시하는 것이 바람직하다. 농업기후지대 구분은 농업생산을 지배하는 기온, 강수량, 일조, 습도, 바람 등 작물의 생육과 수량에 직접적으로 영향을 미치는 기후요소들을 종합적으로 평가하여 지대를 구분한다. 벼재배를 위한 농업기수지대는 이앙기의 강수량과 한발지수, 생육 유효 온도(15$^{\circ}C$ 이상)의 출현시기와 지속기간(작물기간), 생육 단계별 저온 출현율을 비롯하여 기온, 일조시수 등의 분석과 종합 판단을 통하여 비슷한 지역을 하나의 지대로 묶어 구분한다. 구분된 우리나라의 벼재배 농업기후 지대는 19개 지대로서, (1) 태백고령지대, (2)태백준고령지대, (3)소백산간지대, (4) 노령소백산간지대, (5)영남내륙산간지대, (6) 중북부내륙지대, (7) 중부내륙지대, (8) 소백서부내륙지대, (9) 노령동서내륙지대, (10) 호남내륙지대, (11) 영남분지지대, (12) 영남내육지대, (13) 중서부평야지대, (14) 차령남부평야지대, (15) 남서해안지대, (16) 남부해안지대, (17) 동해안북부지대, (18) 동해안중부지대, (19) 동해안남부지대이다. 한편 작부농계를 위한 농업기후지대는 벼재배 농업기후지대를 바탕으로 하고, 각 지대별로 여름 작물과 겨울 작물을 위한 기후요소들과 전래되어온 작부농계를 고려하여 9개 지대로 구분하였다. 9개의 작부농계 농업기후지대는 (I) 산간고령지대, (II) 산간지대, (III) 중북부내륙지대, (IV)중북부서부해안지대, (V) 중남부서부해안지대, (VI) 경북내륙지대, (VII) 남부내륙지대, (VIII) 남부해안지대, (IX)동해안지대 등이다. 농업기후지대별 농업기상재해의 특성은 벼 이앙기에 한발지수 1.4 이상을 보인 (11) 영남분지지대, 동해안의 북부(17)와 중부(18) 지대 등이 가뭄 상습지로 나타났고, 냉해 위험지대에는 (2)태백준고냉지대가 포함된다. 태풍과 집중호우에 의한 피해가 년평균 4회 이상인 지대는 (10) 호남내륙지대, (15) 남서해안지대, (16) 남부해안지대로서 강수량분포와 태풍 진로와 관계가 깊다. 그 다음으로 년2~3회 풍수재를 입게 되는 지대는 동해안의 (17), (18), (19) 지대인데, 이 지대는 한발, 냉해, 풍수해가 겹친 지대이다.

• 물과 미래
• /
• 제9권1호
• /
• pp.38-42
• /
• 1976

Because of differences in thoughts and ideology, our country, Korea has been deprived of national unity for some thirty years of time and tide. To achieve peaceful unification, the cultivation of national strength is of paramount importance. This national strength is also essential if Korea is to take rightful place in the international societies and to have the confidence of these societies. However, national strength can never be achieved in a short time. The fundamental elements in economic development that are directly conducive to the cultivation of national strength can be said to lie in -a stable political system, -exertion of powerful leadership, -cultivation of a spirit of diligence, self-help and cooperation, -modernization of human brain power, and -establishment of a scientific and well planned economic policy and strong enforcement of this policy. Our country, Korea, has attained brilliant economic development in the past 15 years under the strong leadership of president Park Chung Hee. However, there are still many problems to be solved. A few of them are: -housing and home problems, -increasing demand for employment, -increasing demand for staple food and -the need to improve international balance of payment. Solution of the above mentioned problems requires step by step scientific development of each sector and region of our contry. As a spearhead project in regional development, the Saemaul Campaign or new village movement can be cited. The campaign is now spreading throughout the country like a grass fire. However, such campaigns need considerable encouragement and support and the means for the desired development must be provided if the regional and sectoral development program is to sucdceed. The construction of large multipurpose dams in major river basin plays significant role in all aspects of national, regional and sectoral development. It ensures that the water resource, for which there is no substitute, is retained and utilized for irrigation of agricultural areas, production of power for industry, provision of water for domestic and industrial uses and control of river water. Water is the very essence of life and we must conserve and utilize what we have for the betterment of our peoples and their heir. The regional and social impact of construction of a large dam is enormous. It is intended to, and does, dras tically improve the "without-project" socio-economic conditions. A good example of this is the Soyanggang multipurpose dam. This project will significantly contribute to our national strength by utilizing the stored water for the benefit of human life and relief of flood and drought damages. Annual average precipitation in Korea is 1160mm, a comparatively abundant amount. The catchment areas of the Han River, Keum River, and Youngsan River are $62,755\textrm{km}^2$, accounting for 64% of the national total. Approximately 62% of the national population inhabits in this area, and 67% of the national gross product comes from the area. The annual population growth rate of the country is currently estimated at 1.7%, and every year the population growth in urban area increases at a rising rate. The population of Seoul, Pusan, and Taegu, the three major cities in Korea, is equal to one third of our national total. According to the census conducted on October 1, 1975, the population in the urban areas has increased by 384,000, whereas that in rural areas has decreased by 59,000,000 in the past five years. The composition of population between urban and rural areas varied from 41%~59% in 1959 to 48%~52% in 1975. To mitigate this treand towards concentration of population in urban areas, employment opportunities must be provided in regional and rural areas. However, heavy and chemical industries, which mitigate production and employment problems at the same time, must have abundant water and energy. Also increase in staple food production cannot be attained without water. At this point in time, when water demand is rapidly growing, it is essential for the country to provide as much a reservoir capacity as possible to capture the monsoon rainfall, which concentarated in the rainy seaon from June to Septesmber, and conserve the water for year round use. The floods, which at one time we called "the devil" have now become a source of immense benefit to Korea. Let me explain the topographic condition in Korea. In northern and eastern areas we have high mountains and rugged country. Our rivers originate in these mountains and flow in a general southerly or westerly direction throught ancient plains. These plains were formed by progressive deposition of sediments from the mountains and provide our country with large areas of fertile land, emminently suited to settlement and irrigated agricultural development. It is, therefore, quite natural that these areas should become the polar point for our regional development program. Hower, we are fortunate in that we have an additional area or areas, which can be used for agricultural production and settlement of our peoples, particularly those peoples who may be displaced by the formation of our reservoirs. I am speaking of the tidelands along the western and southern coasts. The other day the Ministry of Agriculture and Fishery informed the public of a tideland reclamation of which 400,000 hectares will be used for growing rice as part of our national food self-sufficiency programme. Now, again, we arrive at the need for water, as without it we cannot realize this ambitious programme. And again we need those dams to provide it. As I mentioned before, dams not only provide us with essential water for agriculture, domestic and industrial use, but provide us with electrical energy, as it is generally extremely economical to use the water being release for the former purposes to drive turbines and generators. At the present time we have 13 hydro-electric power plants with an installed capacity of 711,000 kilowatts equal to 16% of our national total. There are about 110 potential dams ites in the country, which could yield about 2,300,000 kilowatts of hydro-electric power. There are about 54 sites suitable for pumped storage which could produce a further 38,600,000 kilowatts of power. All available if we carefully develop our water resources. To summarize, water resource development is essential to the regional development program and the welfare of our people, it must proceed hand-in-hand with other aspects of regional development such as land impovement, high way extension, development of our forests, erosion control, and develop ment of heavy and chemical industries. Through the successful implementation of such an integrated regional development program, we can look forward to a period of national strength, and due recognition of our country by the worlds societies.