This paper describes the applicability of the set of equations exprssing free-surfacegroundwater profiles over an impermeable layer. The theoretical steady free-surface-groundwater profiles are given by equation (5), (6), (7) and (10). The unsteady state profile is given by the finite difference equation (17) which was derived from equation (3). The steps in equation (17) must satisfy condition (23). The theoretical equations for free-surface-groundwater profiles satisfied the experimental data which were obtained by using a model sand slope for Re<4 and y<0.1. Re is Reynolds number and y is an average hydraulic gradient by equation (26).
{"title":"Applicability of Equations expressing Free-Surface-Groundwater Profiles","authors":"O. Iida","doi":"10.5917/JAGH1959.19.48","DOIUrl":"https://doi.org/10.5917/JAGH1959.19.48","url":null,"abstract":"This paper describes the applicability of the set of equations exprssing free-surfacegroundwater profiles over an impermeable layer. <BR> The theoretical steady free-surface-groundwater profiles are given by equation (5), (6), (7) and (10). The unsteady state profile is given by the finite difference equation (17) which was derived from equation (3). The steps in equation (17) must satisfy condition (23). <BR> The theoretical equations for free-surface-groundwater profiles satisfied the experimental data which were obtained by using a model sand slope for Re<4 and y<0.1. Re is Reynolds number and y is an average hydraulic gradient by equation (26).","PeriodicalId":422881,"journal":{"name":"THE JOURNAL OF THE JAPANESE ASSOCIATION OF GROUNDWATER HYDROLOGY","volume":"93 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"115707522","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
A weighted residuals method based on Galerkin's finite element technique is applied to investigate the salt—water intrusion and dispersion in the coastal aquifer. The salt-water intrusion phenomenon was treated as the density-dependent flow of two immiscible and miscible fluids. The mathematical formulation of miscible density—dependent flow consists of the coupled form of the flow equation and the convective diffusion equation. The present analysis uses two dimensional quadrilateral, isoparametric elements with a linear basis function for piezometric head, salt concentration and velocity
{"title":"Numerical Analysis of Salt-Water Intrusion in Coastal Aquifer by Weighted Residuals Method","authors":"S. Tohma","doi":"10.5917/JAGH1959.22.22","DOIUrl":"https://doi.org/10.5917/JAGH1959.22.22","url":null,"abstract":"A weighted residuals method based on Galerkin's finite element technique is applied to investigate the salt—water intrusion and dispersion in the coastal aquifer. The salt-water intrusion phenomenon was treated as the density-dependent flow of two immiscible and miscible fluids. <BR> The mathematical formulation of miscible density—dependent flow consists of the coupled form of the flow equation and the convective diffusion equation. <BR> The present analysis uses two dimensional quadrilateral, isoparametric elements with a linear basis function for piezometric head, salt concentration and velocity","PeriodicalId":422881,"journal":{"name":"THE JOURNAL OF THE JAPANESE ASSOCIATION OF GROUNDWATER HYDROLOGY","volume":"104 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"115367718","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
K. Momii, K. Jinno, T. Ueda, T. Itoh, T. Hosokawa, F. Hirano
plied to the numerical computations on saltwater intrusion , dispersion and groundwater flow movement in coastal aquifers. In the present model, unsaturated zone is taken into consideration and this makes it easy to determine the position of free surface. It is shown that the difference between the theoretical solutions of fresh-salt water interface and the salt concentration distribution by numerical method mainly depends on the upward velocity component in the mixing zone. In case of the unsteady flow due to the excavation of the underground cavern , it is shown that the free surface above the cavern is withdrawn and the saltwater begins to move into the cavern due to the flow toward it. It is also shown that the discharge into cavern rapidly decreases immediately after excavating the cavern and then gradually approaches to the constant value. It is concluded that the
{"title":"Numerical Analysis on Saltwater Intrusion and Dispersion is an Unsaturated-Saturated Coastal Aquifer","authors":"K. Momii, K. Jinno, T. Ueda, T. Itoh, T. Hosokawa, F. Hirano","doi":"10.5917/JAGH1959.28.103","DOIUrl":"https://doi.org/10.5917/JAGH1959.28.103","url":null,"abstract":"plied to the numerical computations on saltwater intrusion , dispersion and groundwater flow movement in coastal aquifers. In the present model, unsaturated zone is taken into consideration and this makes it easy to determine the position of free surface. It is shown that the difference between the theoretical solutions of fresh-salt water interface and the salt concentration distribution by numerical method mainly depends on the upward velocity component in the mixing zone. In case of the unsteady flow due to the excavation of the underground cavern , it is shown that the free surface above the cavern is withdrawn and the saltwater begins to move into the cavern due to the flow toward it. It is also shown that the discharge into cavern rapidly decreases immediately after excavating the cavern and then gradually approaches to the constant value. It is concluded that the","PeriodicalId":422881,"journal":{"name":"THE JOURNAL OF THE JAPANESE ASSOCIATION OF GROUNDWATER HYDROLOGY","volume":"45 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"121536121","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
In the heavy snow fall area, Yonezawa, Nagaoka, etc. , they have taken a good use of snow melting pipes. But these are not sufficiently familiar to that district, for the water supply is poor. And so we have had an idea of a use of a stratum for a regenerator by artificial recharge and a reuse of repumped water for snow melting pipes. Injecting cooling waste water has been investigated since before, but water surface up-lift effects when restoration of injection and quantitative analysis for heat storage are not successfully studied. We have injected at rate of 0. 7m8/min for a month, and examined ( i ) the reason why we could inject, (ii) the up-lift effect near wells, and (iii) the regenerating effect, from isotrapy of the peameable, comparing the experimental piezometric surface with the ideal, and water quality and temperature change. The experimental field is situated in a southern part in Yarnagata basin. The aquifers are 40m and 80m in depth. The injection, the observation and the discharge wells are drilled at the corners of the 22. 4m equilateral triangle. In isotrapic confined aquiefers if the flow is subject to Darcy's law and the deficiency of the boreholes is negligible, thg steady state piezometric surface is given by equation ( 4 ) s — Q0/ 471-71 • In (r2/r2) = Q0/4r T. InC((x — a) 2 +y9/( (x+ a) 2 -+-y2)) . ........ .................. ( 4 ) where Q0 is the rate of both recharge and discharge, T is the coefficient of transmissibity, and 2a is a distance betweer the injection well and the discharge one, and a is 11. 2m. As the results, we have reached the following conclusions. ( i ) The effective path between the injection well and the discharge well cannot be formed, because transmisibities near the wells are almost uniform during 20 days of successful pumping test. So we may say that water was injected in natural state. (i i) The total amount of injected water in a month is 2. 4 x 104m8, nevertheless we observed *山 形大学工学部 **日 本地下水開発株式会社 (昭和49年11月18日 受理.昭 和50年3月9日 再受理) onlytheslighttrans至entde{iclencyoftheboreho1esbyprec圭pitationo{lron.Thenatthe injectionweU,theobservedplezomenticsurface圭shigherthanthetheoretica藍va茎ue,butat theotherweUstheobservedandthetheoretica霊valuesarenear董yequaLSimiarly,judging fromthechangeofwaterquahtyit圭struethattheequat董on(4)canshowthepiezometric surface圭nthecaseofs量multaneousrechargeanddischarge. (111)Thoughwe1nject2.4×10`m3waterat3.C,thed董schargetemperature気snotlower thanlloC.Itisrevealedthattheabove賛mentionedsystemcanbesufficiendyapPliedtothe snowmelt薫ngPlpedroadof6minwidthand100min三engththroughwinter. 1.緒 論 東北,北 陸地方 の豪雪地帯で は表流水 お よび地 下水利用 の消雪 パ イプが冬期交通確保に活躍 してい る.し か し,都 市化 に伴 な う水需要増大 のため,表 流水 は減少 し地下水位は低下 して,消 雪 パ イプの 普 及が困難 となっている. 水不足は む しろ全 国的 な ものであ り,特 に工 業地帯 においては,過 剰揚水に ともな う塩水化お よび 地盤沈下が広範 囲にわ た って発生 してい る.し たが って,こ れ ら工業用 水の節約 を 計 る た め,再 使 用(1)や造水(2).(3)および帯 水層での還元再使用く4)一(8)が研究.実 施 され て きた.こ れ ら深 層地下水は, 短期間では涌養 され ないため,揚 水を抑 え るか何 らか の方法 で洒養す る必要 があ るが,実 行 され てい る例9は少
在大雪地区，米泽、长冈等，他们很好地利用了融雪管道。但这些对该地区来说还不够熟悉，因为供水很差。所以我们有了一个利用地层作为再生器的想法，通过人工补给，并将重新抽水的水用于融雪管道。以前对注入冷却废水进行过研究，但对注入恢复时的水面上升效应和蓄热量的定量分析研究并不成功。我们以0的速率注入。7m8/min，连续一个月，考察了(1)可以注入的原因，(2)井附近的举升效果，(3)可浸层的等渗再生效果，比较了实验测压面和理想测压面，以及水质和温度的变化。该试验田位于Yarnagata盆地南部。含水层深度分别为40m和80m。注水井、观察井和排水井均在22号井的四角处钻探。4米等边三角形。在等渗承压含水层中，如果流体服从达西定律，且钻孔缺陷可以忽略不计，则稳态测压面由式(4)s - Q0/ 471•In (r2/r2) = Q0/4r T. InC((x - a) 2 +y9/((x+ a) 2 -+-y2)) ......... ..................给出(4)式中Q0为充放电速率，T为传输系数，2a为注入井与放电井之间的距离，a为11。2米。作为结果，我们得出了以下结论。(1)在20天的成功抽水试验中，由于井附近的透射率几乎是均匀的，因此无法形成注入井与排出井之间的有效路径。所以我们可以说水是在自然状态下注入的。(i) 1个月总注入水量为2。4 x 104 m8,然而我们观察到*山形大学工学部* *日本地下水開発株式会社(昭和49年11月18日受理。【中文译文】只有光的翻译才会使人感到愉快。【中文译文】在注液条件下，观测到的测压面值高于理论测压面值，而在其他条件下，观测到的测压面值与理论测压面值接近。同样，从水质结构的变化判断，等效的测压面值(4)可以显示出测压面值与注液条件下的多次充放电。(111) Thoughwe1nject2.4×10'm3waterat3.C，该温度为0℃，低于0℃。结果表明，上述系统可以在整个冬季有效地应用于6分钟宽度和100分钟长度的融雪。1.緒論東北,北陸地方の豪雪地帯では表流水および地下水利用の消雪パイプが冬期交通確保に活躍している。しかし,都市化に伴なう水需要増大のため,表流水は減少し地下水位は低下して,消雪パイプの普及が困難となっている。水不足はむしろ全国的なものであり,特に工業地帯においては,過剰揚水にともなう塩水化および地盤沈下が広範囲にわたって発生している。したがって,これら工業用水の節約を計るため,再使用(1)や造水(2),(3)および帯水層での還元再使用く4)一(8)が研究。通达，通达。これら深層地下水は,短期間では涌養されないため,揚水を抑えるか何らかの方法で洒養する必要があるが,実行されている例9は少ない。注入井による人工洒養については,多くの研究成果が得られたが,注入による還元効果の定量的把握および予想についてはまだ不十分である。地下水利用の利点は安価であること,汚染されてないこと,および地表との温度差が大きいことなどが挙げられる。したがって,人工涌養により過剰揚水にともなう諸弊害を回避すると同時に,熱および化学汚染についても注意せねばならない◎蓄熱効果についてはこれまでも研究(9)。(10)され,最近では秋林(11)が電算機でシミュレー。。しかしながら,理論と実験との比較検討は今後に残された課題であり,化学汚染と同様さらに追求する必要がある。本研究は米沢市から委託を受け,冷水(或いは温水)を人工涌養し地下水盆を強化しつつ,一方で。温水(冷水)を得て消雪(冷却)用水として利用することを直接の目的として行なってきた。今回も0.7 m3 / minの注入揚水実験を約1ケ月間継続したが,みずみち(i)注入井の目づまりを避け得たのは注。揚水井間の水道形成による特殊な場合に過ぎないのか,(代)注入による水位の還元効果は理論と一致するか,(代)冷水注入により揚水温降下はどの程度であり消雪パイプ用温水源となり得るかを,透水性の異方性,水位,水質等から明らかにし,定量的蓄熱評価を行なう際の基礎データとする¢2。記号表2;注入,揚水井間隔(2 . . -22.4)m r,〆;揚水井、注入井からの距離m瓦r”;揚水,注水時の影響半径m q;揚水量、注入量m3 / s s;静水位面からの水位(以下単に水位と呼ぶ)m s;貯留係数t;時間s t;透水量係数平方米/ s (x, y);水平空間座標mη;井戸効率θ;温度c 3。理論解析等方性水平無限被圧帯水層が漏水のない上下制限床で囲まれている時,物性値一定でのダルシー則にしたがえば地下水流動の基礎式は(1)式と求められる(12)。∂25/∂x2+∂25/∂2 -s/ t .∂5/∂t(1)(1)。1例えば,図一一の揚水井により揚水をおこなう場合の定常解は,平衡説のThiemの式(2)とな,Rすなわち影響半径を50米と見積れば,図一一1の破線が(2)式で示される水位場である。s”.Qe / 2πT.ln (r / r) t(2)但しsirmR”:O, r2。= (x) 2 + Pt2注入井による人工瀕養の場合にもよく見られる目づまりによる透水性の劣化等が無視で,流れは揚水と同様に物性値一定のダルシー則にしたが,注入と揚水は本質的に同一(1)であり,(1)式は注入の場合にも成立する。注入と揚水の同一一性については疑問(14)も持たれているが,著者らは同一性を仮定して解を求め,実験と比較する。したがって,図一4の注入井により人工滴養する場合の定常解は(3)式となる。年代= =一.Qe / 2πT.ln(〆/ R)(3)但し单反”= R ' = O,〆2 m (x十)2十プ以上から。注入井揚水井で注入揚水を同量同時に行い,注入と揚水の同一性が=満足される時の定常解は。(2)。両影響半怪R, R的も同一性のもとでは等しいと考えられるので,結局求める解は(4)式となるe s-Q. / 4πT.ln (r2 / r2)问:/ 4πT.ln [{(x) + y2} / ((x + 2) + y2}](4)したがって,注入井により同量の人工洒養を行なえば,水位場は図一。1、。例えば,ツ軸上の観測井では水位は降下せず,逆に認の負の領域では,揚水しているにもかかわらず,水位は上昇することが期待できる。4.実 験施設 図一.一 一.
{"title":"Heat Exchange of Storage Type through Underground Strata by Artificial Recharge","authors":"T. Yokoyama, H. Umemiya, H. Abiko","doi":"10.5917/jagh1959.17.55","DOIUrl":"https://doi.org/10.5917/jagh1959.17.55","url":null,"abstract":"In the heavy snow fall area, Yonezawa, Nagaoka, etc. , they have taken a good use of snow melting pipes. But these are not sufficiently familiar to that district, for the water supply is poor. And so we have had an idea of a use of a stratum for a regenerator by artificial recharge and a reuse of repumped water for snow melting pipes. Injecting cooling waste water has been investigated since before, but water surface up-lift effects when restoration of injection and quantitative analysis for heat storage are not successfully studied. <BR> We have injected at rate of 0. 7m<SUP>8</SUP>/min for a month, and examined ( i ) the reason why we could inject, (ii) the up-lift effect near wells, and (iii) the regenerating effect, from isotrapy of the peameable, comparing the experimental piezometric surface with the ideal, and water quality and temperature change. <BR> The experimental field is situated in a southern part in Yarnagata basin. The aquifers are 40m and 80m in depth. The injection, the observation and the discharge wells are drilled at the corners of the 22. 4m equilateral triangle. In isotrapic confined aquiefers if the flow is subject to Darcy's law and the deficiency of the boreholes is negligible, thg steady state piezometric surface is given by equation ( 4 ) s — Q0/ 471-71 • In (r2/r2) = Q0/4r T. InC((x — a) 2 +y9/( (x+ a) 2 -+-y2)) . ........ .................. ( 4 ) where Q0 is the rate of both recharge and discharge, T is the coefficient of transmissibity, and 2a is a distance betweer the injection well and the discharge one, and a is 11. 2m. As the results, we have reached the following conclusions. ( i ) The effective path between the injection well and the discharge well cannot be formed, because transmisibities near the wells are almost uniform during 20 days of successful pumping test. So we may say that water was injected in natural state. (i i) The total amount of injected water in a month is 2. 4 x 104m8, nevertheless we observed *山 形大学工学部 **日 本地下水開発株式会社 (昭和49年11月18日 受理.昭 和50年3月9日 再受理) onlytheslighttrans至entde{iclencyoftheboreho1esbyprec圭pitationo{lron.Thenatthe injectionweU,theobservedplezomenticsurface圭shigherthanthetheoretica藍va茎ue,butat theotherweUstheobservedandthetheoretica霊valuesarenear董yequaLSimiarly,judging fromthechangeofwaterquahtyit圭struethattheequat董on(4)canshowthepiezometric surface圭nthecaseofs量multaneousrechargeanddischarge. (111)Thoughwe1nject2.4×10`m3waterat3.C,thed董schargetemperature気snotlower thanlloC.Itisrevealedthattheabove賛mentionedsystemcanbesufficiendyapPliedtothe snowmelt薫ngPlpedroadof6minwidthand100min三engththroughwinter. 1.緒 論 東北,北 陸地方 の豪雪地帯で は表流水 お よび地 下水利用 の消雪 パ イプが冬期交通確保に活躍 してい る.し か し,都 市化 に伴 な う水需要増大 のため,表 流水 は減少 し地下水位は低下 して,消 雪 パ イプの 普 及が困難 となっている. 水不足は む しろ全 国的 な ものであ り,特 に工 業地帯 においては,過 剰揚水に ともな う塩水化お よび 地盤沈下が広範 囲にわ た って発生 してい る.し たが って,こ れ ら工業用 水の節約 を 計 る た め,再 使 用(1)や造水(2).(3)および帯 水層での還元再使用く4)一(8)が研究.実 施 され て きた.こ れ ら深 層地下水は, 短期間では涌養 され ないため,揚 水を抑 え るか何 らか の方法 で洒養す る必要 があ るが,実 行 され てい る例9は少 ","PeriodicalId":422881,"journal":{"name":"THE JOURNAL OF THE JAPANESE ASSOCIATION OF GROUNDWATER HYDROLOGY","volume":"94 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"126421888","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
This paper is a study on effects of urbanization on gronndwater runoff of small rivers in Tama Hilly Land . In winter, the authors observed groundwater discharge of small rivers in Tama Hilly Land. The basins of five rivers are natural and those of four rivers are urbanized From results of the observation, it was made clear that groundwater discharges of urbanized rivers were less than those of natural rivers, and volume of groundwater discharge of urbanized rivers depended on hydro--geological structure . 1ま えがき 1960年 以降,大 都市近効の丘陵地や台地では 急 激に都 市化が進 行 した.こ の都市化の進行の過程 で,各 地に都 市水害が頻発 し,都 市化に よる洪水流出の変化が問題 とされ,そ の方面の研究の蓄積は 着実に進んでいる.一 方,近 年,都 市化 して も,下 流の農業用水を確保す る必要性や,都 市内の小河 川を保全す るために環境維持用水を確保す る必要性 などか ら,小 河川の地下水流 出に対す る都市化の 影響の評価 も現実的な重要性が高まってい る.と ころが,こ の方面の研究はほ とん どないのが現状で ある◎ そ こで,筆 者 らは,多 摩 ニュータウンによる大規模な都市化が進行中の多摩丘陵 の西部の小河川を 対象にして,地 下水流出に対す る都市化の影響について調査,研 究を行な うことに した.
This paper is a study on effects of urbanization on gronndwater runoff of small rivers in Tama HillyLand . In winter，the authors observed groundwater discharge of small rivers in Tama Hilly Land. the basins of five自然与those of four rivers are urbanized From results of the observationit was made clear that groundwater discharges of urbanized rivers were less than those of naturalrivers,groundwater discharge of urbanized rivers depended on hydro——geological structure . 11960年以后，大城市附近的丘陵和台地急剧城市化。在城市化进程中，各地城市水灾频发，城市化导致的洪水流出变化被认为是问题，在这方面的研究积累正在稳步推进。另一方面，近年来，由于确保下游农业用水的必要性，以及为了保护城市内的小河，确保环境维持用水的必要性等，对小河川的地下水流的城市化影响的评价在现实中的重要性也在提高。实际上，这方面的研究目前还没有进展。因此，作者们在多摩新城的大规模城市化进程中的多摩丘陵以西部的小河流为对象，对城市化对地下水流出的影响进行调查和研究。
{"title":"Effects of Urbanization on Groundwater Run-off of Small Rivers in Tama Hilly Land","authors":"Y. Ando","doi":"10.5917/JAGH1959.21.91","DOIUrl":"https://doi.org/10.5917/JAGH1959.21.91","url":null,"abstract":"This paper is a study on effects of urbanization on gronndwater runoff of small rivers in Tama Hilly Land . In winter, the authors observed groundwater discharge of small rivers in Tama Hilly Land. <BR> The basins of five rivers are natural and those of four rivers are urbanized From results of the observation, it was made clear that groundwater discharges of urbanized rivers were less than those of natural rivers, and volume of groundwater discharge of urbanized rivers depended on hydro--geological structure . 1ま えがき 1960年 以降,大 都市近効の丘陵地や台地では 急 激に都 市化が進 行 した.こ の都市化の進行の過程 で,各 地に都 市水害が頻発 し,都 市化に よる洪水流出の変化が問題 とされ,そ の方面の研究の蓄積は 着実に進んでいる.一 方,近 年,都 市化 して も,下 流の農業用水を確保す る必要性や,都 市内の小河 川を保全す るために環境維持用水を確保す る必要性 などか ら,小 河川の地下水流 出に対す る都市化の 影響の評価 も現実的な重要性が高まってい る.と ころが,こ の方面の研究はほ とん どないのが現状で ある◎ そ こで,筆 者 らは,多 摩 ニュータウンによる大規模な都市化が進行中の多摩丘陵 の西部の小河川を 対象にして,地 下水流出に対す る都市化の影響について調査,研 究を行な うことに した.","PeriodicalId":422881,"journal":{"name":"THE JOURNAL OF THE JAPANESE ASSOCIATION OF GROUNDWATER HYDROLOGY","volume":"26 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129750693","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
T. Yokoyama, H. Umemiya, Kohei Katsuragi, H. Abiko, Tadayasu Suzuki, Kyoichi Watanabe
{"title":"Thermal Pollution Followed with Artificial Recharge: Simultaneous Recharge and Discharge with Same Amount@@@注入.揚水同量同時の場合","authors":"T. Yokoyama, H. Umemiya, Kohei Katsuragi, H. Abiko, Tadayasu Suzuki, Kyoichi Watanabe","doi":"10.5917/JAGH1959.17.97","DOIUrl":"https://doi.org/10.5917/JAGH1959.17.97","url":null,"abstract":"","PeriodicalId":422881,"journal":{"name":"THE JOURNAL OF THE JAPANESE ASSOCIATION OF GROUNDWATER HYDROLOGY","volume":"2 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129479682","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
{"title":"霞ケ浦北岸台地.出島地域における地下水流動系の解析(第一報)","authors":"浩子 岡崎, 力山 石川, 静夫 新藤","doi":"10.5917/JAGH1959.27.157","DOIUrl":"https://doi.org/10.5917/JAGH1959.27.157","url":null,"abstract":"","PeriodicalId":422881,"journal":{"name":"THE JOURNAL OF THE JAPANESE ASSOCIATION OF GROUNDWATER HYDROLOGY","volume":"27 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"128692305","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
It has been pointed out that the capillary fringe plays an important role in the infiltration process. In the drainage process, characteristics of the capillary fringe has not been elucidated yet, notwithstanding it significantly influences the flood recession curve. The purpose of this study is to make clear characteristics of soil water movement during drainage and the influence of groundwater recharge upon the flood recession curve. Experiments were carried out using a soil column with a water table maintained at 140 cm below the surface. The soils used in the present study are two kinds of glass beads. Artificial steady rainfall were supplied to the top of the soil column for six hours. The experiments on the drainage process started when the steady rainfall stopped. Discharge, matric suctions and water flux were measured continuously. The results and conclusions of this study are summarized as follows ; 1. After the steady rainfall, the drainage front began to move faster downward than the wetting front in the infiltration process. When the drainage front reached the upper boundary of the saturated capillary water zone, it disappeared and the recession of discharge began instantaneously. 2. The soil water zone above the water table is divided into two zones during drainage. One is the water zone that the gradient of the total head maintains unity, and the other is that the gradient approaches zero. A break point in the profiles of total head moved upward with advancing of the drainage process from the upper boundary of the saturated capillary water zone to the upper boundary of the unsaturated capillary water zone. 3. It was found that the flood recession curve can be estimated from the equation of soil water movement considering gravitational term without diffusion term, if we determine hydraulic conductivity, water content in the suspended water zone and the depth of a break point in the profile of total head changed with time. 本稿は1983年度日本地理学会春季学術大会にて発表した内容に加筆 ・修正をしたものである. 筑波大学大学院地球科学研究科 千葉大学理学部地学教室 Graduate Student, Institute of Geoscience, University of Tsukuba Department of Earth Sciences, Faculty of Science, Chiba University
{"title":"Experiments on Characteristics of Soil Water Movement during Drainage","authors":"M. Taniguchi, Y. Sakura","doi":"10.5917/JAGH1959.25.139","DOIUrl":"https://doi.org/10.5917/JAGH1959.25.139","url":null,"abstract":"It has been pointed out that the capillary fringe plays an important role in the infiltration process. In the drainage process, characteristics of the capillary fringe has not been elucidated yet, notwithstanding it significantly influences the flood recession curve. <BR> The purpose of this study is to make clear characteristics of soil water movement during drainage and the influence of groundwater recharge upon the flood recession curve. <BR> Experiments were carried out using a soil column with a water table maintained at 140 cm below the surface. The soils used in the present study are two kinds of glass beads. Artificial steady rainfall were supplied to the top of the soil column for six hours. The experiments on the drainage process started when the steady rainfall stopped. Discharge, matric suctions and water flux were measured continuously. <BR> The results and conclusions of this study are summarized as follows ; <BR> 1. After the steady rainfall, the drainage front began to move faster downward than the wetting front in the infiltration process. When the drainage front reached the upper boundary of the saturated capillary water zone, it disappeared and the recession of discharge began instantaneously. <BR> 2. The soil water zone above the water table is divided into two zones during drainage. One is the water zone that the gradient of the total head maintains unity, and the other is that the gradient approaches zero. A break point in the profiles of total head moved upward with advancing of the drainage process from the upper boundary of the saturated capillary water zone to the upper boundary of the unsaturated capillary water zone. <BR> 3. It was found that the flood recession curve can be estimated from the equation of soil water movement considering gravitational term without diffusion term, if we determine hydraulic conductivity, water content in the suspended water zone and the depth of a break point in the profile of total head changed with time. 本稿は1983年度日本地理学会春季学術大会にて発表した内容に加筆 ・修正をしたものである. 筑波大学大学院地球科学研究科 千葉大学理学部地学教室 Graduate Student, Institute of Geoscience, University of Tsukuba Department of Earth Sciences, Faculty of Science, Chiba University","PeriodicalId":422881,"journal":{"name":"THE JOURNAL OF THE JAPANESE ASSOCIATION OF GROUNDWATER HYDROLOGY","volume":"31 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"128811305","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
This paper is concerned with the study of the longitudinal dispersion coefficient in a homogeneous and isotropic porous media. Experimental data in the range of laminar flow where Darcy's law is valid are obtained and compared: with the experimental formula given by D. R. F. Harleman et al. (1963) . Abstract of the theoretical derivation for permeability, average velocity in pore systems and longitudinal dispersion coefficient shown by P. G. Saffman (1959) are explained briefly, and compared with the experimental data. 1.序 論 浸透層 内の分 散現象 は層 内の流速,構 成土粒子 の粒度分 布,形 状,空 げ き率,流 体 の粘性・密 度・ 分 子拡散 な どに よ り支配 され るが,こ れ らの物理量 相互 の関係 を把握す る ことは塗近年 問題 とな って い る地下水 の汚染 お よび塩水 化 の予 測あ るい は トレーサ ーに よって地下 水流 の調査 を行 な う上 で重 要 な課題 であ る◎ 浸透 層 内の分散係数 を流 速,構 成土粒子,空 げ ぎ率 な どで理論的 に表現 しよ うとす る研究 にはSch eidegger(1958),JosselindeJong(1958),Saffman(1959),武 内(1971)な どが あ る.Sche ideggerは 浸透層 内の流れ の場 が均一 等方性 で層流 状態の流れ の とき,分 散係 数が水 頭勾配 に比 例す るとい う結果 をえてい る.JossehndeJongは 浸透 層 内の流 れの場 を等半径,等 長の細管 が樹枝 状 に連 結 した細管 モ デル と考 え,こ れ らの細管 の方 向を確 率変数 とし分 散係数 を評価 した◎ SaffmanはJorrelindeJongの 細管 モデルに新 たに細管 内の分 子拡散 を考慮 した理 論 を考 え,Josse lindeJongの 理論 がその特別 の場 合 であ るこ とを示 してい る.武 内はJosselindeJongの 細管 モ デルを拡 張 し細管径 が対数正規 分布 をす ると してモ ソテ カル ロ法 に よ り分散係 数を シ ミュ レー トして *九 州大学工学部 Kyushu University いる.こ れ らの研究の うち,Schideggerは ラソダムウォー・クモデルを仮定 していて,浸 透層固有の 分散現象の解析 とは言い難い ようである.ま た,武 肉のシ ミ議ぴ一ションでは構成土粒子の粒度分布 か ら細管の樹枝状結合体モデルを表現 し,そ の中を移流分散す る拡散物質の挙動をモンテカル ロ法に よ り追跡 しえた点で評価できるが,実 験値 との比較によ ゆ末定係数20決定が必要となっていることお よび分子拡散 との関係があま り論 じられていない点などが陶鳳 藍と考 えられる.し たがって本論 では Slaffrmの 理論が解析的あ りよく物理的な機構を説輿していると考え,こ の理論の主に縦方向(流 れ方向)分 散係数の概要を述べ本論で行 った実験結果 と比較 し分散璽象の機構を考察した. 忽 実験装置および実験方法について 図一1に 実験装置を示す.ま た表一1に は実験に用いたぽぼ球形の濾材試料を示 している.実 験は 浸透 層を最初に十分 うすい塩 水 で飽 和 し静 置 し た後,下 部 のバル ブを開 き上部 よ り淡水 を一定 流量 で流 し濃度変化 をx=50.5cm 及 び炉80.c皿 の地点に設置 した 白金線 プロー ブで測定す る手 順を とった. さて,浸 透 層 内の流れ は レイ ノル ズ数 の増 加 に ともない層流域か ら定 常慣 性領域 を経 て乱流 域へ と遷移 す るので,こ れに と もない分散 現象 の機構 も異 って くることが考 え られ る.し たが って本論 では レイ ノルズ数Reと 摩擦損失係数 C1と を測 定 した.こ こにRe,Cノ はRe=u dm/v,Cノ ・:〔ρgid犠/ρ(λu)212〕であ り u:浸 透 層 内の実質平均 流速,dm:濾 材粒子 の 平均粒径,ン:流 体 の動 粘性係数,ρ=流 体密度 9:重 力の加速度,i:水 頭勾 配,λ:空 げ き率. 次 に縦 方向(主 流 方向)の 分散 係数 の測定 法 につ いて述ぺ よ う.Harlemanら(1963)の 実
This paper is concerned with the study of the longitudinal dispersion coefficient ina homogeneousand isotropic porous media. Experimental data in the range of laminar flow where Darcy's law isvalid are obtained and compared:with the experimental formula_given by d.r.f. Harleman et al. (1963) . Abstract of thetheoretical derivation for permeability，average velocity in pore systems and longitudinal dispersion coefficient shown by p.g. Saffman(1959) are explained briefly, and compared with the experimental data. 1。序论渗透层内的分散现象受层内的流速，构造土粒子的粒度分布，形状，空激率，流体的粘性，密度，分子扩散等支配，这些物理量相互这是近年来地下水污染和盐渍化的预测问题，是用追踪仪进行地下水调查的一个重要课题。◎将渗透层内的色散系数用流速，构造土粒子，空化率等理论性地表现的研究Scheidegger(1958)，JosselindeJong(1958)，Saffman(1959)，武内(1971)等。Sche idegger渗透层内的流动场均匀各向同性的层流状态的流动时，得到了分散系数与水头梯度的比例的结果。JossehndeJong将渗透层内的流动场以等半径、等长细管呈树枝状连接在一起的细管模型，以这些细管的方向为正确率变量，评价了分散系数。◎Saffman在JorrelindeJong的细管模型上添加了新谷细管内的部分考虑子扩散的理论，显示Josse lindeJong的理论在那个特别的场合。武内将JosselindeJong的细管模型进行扩展，即使细管径呈对数正态分布，也可以通过索卡鲁法将分散系数作为西米利*九州大学工学部Kyushu University。在这些研究中，Schidegger假设了拉索达姆沃-库模型，似乎很难说是分析浸透层固有的分散现象。在多、武肉的颗粒讨论中，从构成土粒子的粒度分布表现出细管的树枝状结合体模型，利用蒙特卡罗法追踪在其中流动分散的扩散物质的行为，这一点值得称赞，但实际上与验值比较时需要余量末定系数20确定，以及与分子扩散的关系未被余量论等是陶凤蓝考虑的。因此，本文认为Slaffrm的认为理论解析的有条理地说舆着物理的机构，这个理论的主要纵向方向(流动方向)阐述分散系数的概要和在本论进行的实验结果比较考察了分散玺象的机构。图1中示出了忽实验装置和实验方法，表1中示出了用于实验的球形滤材样品。实验是先用足够薄的盐水对渗透层进行饱和静置，然后打开下部的阀，以一定流量从上部流过淡水，使浓度变化x=50.5cm及炉80.c盘采用了在该地点设置的白金线螺旋桨进行测定的顺序。那么，随着雷诺顿数的增加，浸透层内的流动从层流域经定常惯性区域向湍流区域转变。因此，考虑到色散现象的机构也会随之不同，因此，本文测量了雷诺氏数Re和摩擦损失系数C1，其中Re和C的Re=u dm/v,C的·:〔ρgid牺/ρ(λu)212〕中u:浸透层内的实际平均流速，dm:滤材粒子的平均粒径，n:流体的动粘性系数，ρ=流体密度9:重力的加速度，i:水头勾配，λ:空击率。下面介绍纵向(主流方向)方差系数的测量方法。Harleman等人(1963)的实践
{"title":"Study of Longitudinal Dispersion Coefficient in a Homogeneous and Isotropic Porous Media","authors":"K. Jinno","doi":"10.5917/JAGH1959.21.55","DOIUrl":"https://doi.org/10.5917/JAGH1959.21.55","url":null,"abstract":"This paper is concerned with the study of the longitudinal dispersion coefficient in a homogeneous and isotropic porous media. Experimental data in the range of laminar flow where Darcy's law is valid are obtained and compared: with the experimental formula given by D. R. F. Harleman et al. (1963) . <BR> Abstract of the theoretical derivation for permeability, average velocity in pore systems and longitudinal dispersion coefficient shown by P. G. Saffman (1959) are explained briefly, and compared with the experimental data. 1.序 論 浸透層 内の分 散現象 は層 内の流速,構 成土粒子 の粒度分 布,形 状,空 げ き率,流 体 の粘性・密 度・ 分 子拡散 な どに よ り支配 され るが,こ れ らの物理量 相互 の関係 を把握す る ことは塗近年 問題 とな って い る地下水 の汚染 お よび塩水 化 の予 測あ るい は トレーサ ーに よって地下 水流 の調査 を行 な う上 で重 要 な課題 であ る◎ 浸透 層 内の分散係数 を流 速,構 成土粒子,空 げ ぎ率 な どで理論的 に表現 しよ うとす る研究 にはSch eidegger(1958),JosselindeJong(1958),Saffman(1959),武 内(1971)な どが あ る.Sche ideggerは 浸透層 内の流れ の場 が均一 等方性 で層流 状態の流れ の とき,分 散係 数が水 頭勾配 に比 例す るとい う結果 をえてい る.JossehndeJongは 浸透 層 内の流 れの場 を等半径,等 長の細管 が樹枝 状 に連 結 した細管 モ デル と考 え,こ れ らの細管 の方 向を確 率変数 とし分 散係数 を評価 した◎ SaffmanはJorrelindeJongの 細管 モデルに新 たに細管 内の分 子拡散 を考慮 した理 論 を考 え,Josse lindeJongの 理論 がその特別 の場 合 であ るこ とを示 してい る.武 内はJosselindeJongの 細管 モ デルを拡 張 し細管径 が対数正規 分布 をす ると してモ ソテ カル ロ法 に よ り分散係 数を シ ミュ レー トして *九 州大学工学部 Kyushu University いる.こ れ らの研究の うち,Schideggerは ラソダムウォー・クモデルを仮定 していて,浸 透層固有の 分散現象の解析 とは言い難い ようである.ま た,武 肉のシ ミ議ぴ一ションでは構成土粒子の粒度分布 か ら細管の樹枝状結合体モデルを表現 し,そ の中を移流分散す る拡散物質の挙動をモンテカル ロ法に よ り追跡 しえた点で評価できるが,実 験値 との比較によ ゆ末定係数20決定が必要となっていることお よび分子拡散 との関係があま り論 じられていない点などが陶鳳 藍と考 えられる.し たがって本論 では Slaffrmの 理論が解析的あ りよく物理的な機構を説輿していると考え,こ の理論の主に縦方向(流 れ方向)分 散係数の概要を述べ本論で行 った実験結果 と比較 し分散璽象の機構を考察した. 忽 実験装置および実験方法について 図一1に 実験装置を示す.ま た表一1に は実験に用いたぽぼ球形の濾材試料を示 している.実 験は 浸透 層を最初に十分 うすい塩 水 で飽 和 し静 置 し た後,下 部 のバル ブを開 き上部 よ り淡水 を一定 流量 で流 し濃度変化 をx=50.5cm 及 び炉80.c皿 の地点に設置 した 白金線 プロー ブで測定す る手 順を とった. さて,浸 透 層 内の流れ は レイ ノル ズ数 の増 加 に ともない層流域か ら定 常慣 性領域 を経 て乱流 域へ と遷移 す るので,こ れに と もない分散 現象 の機構 も異 って くることが考 え られ る.し たが って本論 では レイ ノルズ数Reと 摩擦損失係数 C1と を測 定 した.こ こにRe,Cノ はRe=u dm/v,Cノ ・:〔ρgid犠/ρ(λu)212〕であ り u:浸 透 層 内の実質平均 流速,dm:濾 材粒子 の 平均粒径,ン:流 体 の動 粘性係数,ρ=流 体密度 9:重 力の加速度,i:水 頭勾 配,λ:空 げ き率. 次 に縦 方向(主 流 方向)の 分散 係数 の測定 法 につ いて述ぺ よ う.Harlemanら(1963)の 実","PeriodicalId":422881,"journal":{"name":"THE JOURNAL OF THE JAPANESE ASSOCIATION OF GROUNDWATER HYDROLOGY","volume":"22 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"1900-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"121908831","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
扫码关注我们
求助内容：
应助结果提醒方式：
京公网安备 11010802042870号