JP2007198027A - In-situ permeability testing method and device - Google Patents

In-situ permeability testing method and device Download PDF

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JP2007198027A
JP2007198027A JP2006018418A JP2006018418A JP2007198027A JP 2007198027 A JP2007198027 A JP 2007198027A JP 2006018418 A JP2006018418 A JP 2006018418A JP 2006018418 A JP2006018418 A JP 2006018418A JP 2007198027 A JP2007198027 A JP 2007198027A
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earth structure
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pressure head
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JP4844924B2 (en
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Masato Suzuki
正人 鈴木
Atsushi Sakamoto
篤 坂本
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JDC Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide an in-situ permeability testing method for measuring a coefficient of permeability in situ easily and in a short time, and to provide an in-situ permeability testing method. <P>SOLUTION: The in-situ permeability testing method is provided for measuring a coefficient of the permeability of an earth structure 11. By the method, one of openings of a cylinder 12 is embedded in the ground of a surface layer of the earth structure 11, and a tensiometer 30 for measuring a pressure head of the earth structure 11 is set in the ground at a depth equal to that of the lower edge of the opening of the embedded cylinder 12, or at a location close to the ground surface, and water is poured into the cylinder 12. Then the water in the cylinder 12 is infiltrated from the ground surface of the earth structure 11 while a water level in the cylinder 12 is kept at a constant level by a Mariotte pipe 14, and based on changes in percolating water volume and the pressure head of the earth structure 11, the coefficient of the permeability of the earth structure 11 is obtained. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

本発明は、特に廃棄処分場覆土等の土構造物における鉛直遮水性を評価するために好適な原位置透水試験方法及びその装置に関する。   The present invention relates to an in-situ permeability test method and apparatus suitable for evaluating vertical water impermeability particularly in soil structures such as waste disposal ground cover.

地中に産業廃棄物を埋設して表面を覆土した廃棄物処分場では、地表から浸透して覆土を通過する雨水が廃棄物層へ達すると汚染されて汚水となる。この汚水が地下水源に達すると地下水を汚染して周辺環境に多大な影響を及ぼすこととなる。したがって汚水はこのまま公共水域へ放流せずに浄化する必要がある。この際、雨水等の浸透水の浸透量は、前記覆土の遮水性に大きく影響する。よって遮水性を制御することにより、汚水の排出量が少なくなれば、汚水の浄化処理に伴う費用を削減することが可能となる。   In a waste disposal site where industrial waste is buried in the ground and the surface is covered with soil, rainwater that permeates from the surface and passes through the covered soil is contaminated and becomes sewage. When this sewage reaches the groundwater source, it will contaminate the groundwater and greatly affect the surrounding environment. Therefore, it is necessary to purify the sewage without releasing it into the public water area. At this time, the amount of permeated water such as rainwater greatly affects the water-imperviousness of the cover soil. Therefore, by controlling the water shielding, if the amount of discharged sewage is reduced, it is possible to reduce the cost associated with the sewage purification process.

そこで、覆土を構築する際には、土の中を水が移動する速度を表した透水係数を管理することが重要である。一般に、透水係数の測定においては、直接測定することは行なわれず、土の締固め密度から推定している。その大きな理由は、従来の透水試験法は時間と費用が掛かりすぎ、現場の日常の品質管理には適していないからである。土構造物の透水試験法としては、施工対象となる原位置で土の積層状態を崩さないようにそのままの状態を維持した試料を採取して試験室で測定する室内透水試験と、原位置で直接行う原位置透水試験とがある。   Therefore, when constructing the cover soil, it is important to manage the hydraulic conductivity representing the speed at which water moves through the soil. In general, in the measurement of hydraulic conductivity, direct measurement is not performed, but estimation is based on the compaction density of the soil. The main reason is that the conventional permeability test method takes too much time and money and is not suitable for daily quality control in the field. The soil permeability test method includes an in-situ permeability test in which a sample that is maintained in its original state is maintained at the original location to be constructed and is measured in the laboratory. There are direct in-situ permeability tests.

室内透水試験は、測定地盤から試料をブロック状に切り出し、破損に気をつけながら試験室へ運搬する。そして試験室でブロックから円柱状の試料を削り出し、その円柱状試料をひと回り大きな容器に入れ、試料と容器の間隙をセメントミルクやベントナイトで止水処理した後、室内透水試験装置にセットして実施される。   In the indoor water permeability test, a sample is cut out from the measurement ground into a block shape and transported to the test room while paying attention to breakage. Then, a cylindrical sample is cut out from the block in the test room, the cylindrical sample is put in a large container, and the gap between the sample and the container is water-stopped with cement milk or bentonite. To be implemented.

一方、原位置透水試験法は、図５に示すように、測定対象となる土構造物１に試験孔２を掘り、孔壁の崩壊を防ぐために試験孔２の内部に砕石３を入れる。そして、試験孔２内に注水し、試験孔２内の水と気密水槽４とを定水位保持管５及び注水管６を介して接続することによって試験孔２内の水位を一定に保ちながら試験孔２から土構造物１に浸透させることができる。気密水槽４内に配置したスケール７により試験孔２内への浸透水量を測定する。そして単位時間当たりの浸透水量が一定となるまで測定し、所定の式により透水係数を算出することができる。（例えば特許文献１、非特許文献１）
特開２０００−３５２０４２号公報 「地盤調査の方法と解説」、社団法人地盤工学会、２００４年６月、ｐ４１３〜４２１ On the other hand, in the in-situ permeability test method, as shown in FIG. 5, the test hole 2 is dug in the earth structure 1 to be measured, and the crushed stone 3 is put inside the test hole 2 in order to prevent the collapse of the hole wall. Then, water is poured into the test hole 2 and the water in the test hole 2 and the airtight water tank 4 are connected via the constant water level holding pipe 5 and the water injection pipe 6 while maintaining the water level in the test hole 2 constant. The soil structure 1 can be infiltrated from the hole 2. The amount of permeated water into the test hole 2 is measured by a scale 7 arranged in the airtight water tank 4. And it measures until the amount of osmotic water per unit time becomes constant, and can calculate a hydraulic conductivity by a predetermined formula. (For example, Patent Document 1, Non-Patent Document 1)
JP 2000-352042 A “Method and explanation of ground survey”, Geotechnical Society of Japan, June 2004, p413-421

しかしながら室内透水試験法によれば、現場で試料を採取してから試験用の供試体を作製するまでに熟練技術を要する多くの工程を含むばかりでなく、試料採取から試験結果を得るまでには相当の時間と費用が必要であった。   However, according to the indoor permeability test method, it does not only include many processes that require skilled skills from taking a sample in the field to producing a test specimen, but also obtaining test results from sampling. Considerable time and expense were required.

一方、上記の原位置透水試験法は、素掘り孔に水を注入して水を試験孔の全周囲に浸透させて試験を行っている。透水係数の算出にあたっては測定対象である土構造物は等方性であると仮定している。しかし土構造物は転圧の影響などから水平方向と鉛直方向の透水係数は必ずしも同一ではないため、この方法によれば降雨の浸透に直接影響を及ぼす鉛直方向の透水係数を正しく評価することはできなかった。   On the other hand, in the above-mentioned in-situ permeability test method, the test is performed by injecting water into the digging hole and allowing the water to permeate all around the test hole. In calculating the hydraulic conductivity, it is assumed that the earth structure to be measured is isotropic. However, because the soil structure does not necessarily have the same hydraulic conductivity in the horizontal and vertical directions due to the effect of rolling pressure, etc., this method does not accurately evaluate the vertical hydraulic conductivity that directly affects rainfall infiltration. could not.

また特許文献１の透水試験法によれば、測定手段となる電極を地中深く埋め込んでいるため、埋め込み作業に手間がかかるとともに、地表から電極までの距離が長く浸透時間も長くなる。
本発明は、これら従来法の問題点に鑑みてなされたもので、原位置で容易にかつ短時間で鉛直方向の透水係数を測定することを目的とする。 Further, according to the water permeability test method of Patent Document 1, since the electrode serving as the measuring means is embedded deeply in the ground, the embedding work takes time and the distance from the ground surface to the electrode is long and the permeation time is also long.
The present invention has been made in view of the problems of these conventional methods, and an object of the present invention is to measure the hydraulic conductivity in the vertical direction easily and in a short time at the original position.

本発明に係る原位置透水試験方法は、土構造物の透水係数を測定する原位置透水試験方法であって、前記土構造物の表層の地中にいずれか一方の開口を埋設した筒体の内部に注水し、前記筒体内の水位を一定に保ちながら前記筒体の水を前記土構造物の地表から浸透させ、埋設した前記筒体の前記開口の下端部の深さと同等又は地表側の地中の圧力水頭を計測し、前記土構造物の浸透水量の変化と前記圧力水頭の変化とに基づいて、前記土構造物の透水係数を求めることを特徴としている。   The in-situ permeability test method according to the present invention is an in-situ permeability test method for measuring a permeability coefficient of a soil structure, and is a cylindrical body in which one of the openings is embedded in the surface layer of the soil structure. Water is poured into the cylinder, and the water in the cylinder is infiltrated from the ground surface of the earth structure while keeping the water level in the cylinder constant, and is equal to the depth of the lower end of the opening of the buried cylinder or on the surface side. The pressure head in the ground is measured, and the hydraulic conductivity of the earth structure is obtained based on the change in the amount of seepage water of the earth structure and the change in the pressure head.

本発明に係る原位置透水試験装置は、土構造物の測定対象域を囲い、下端部を前記測定対象域の表層に埋設し、内部に水を充填し、前記土構造物の地表から表層部へ前記水を浸透させる筒体と、前記筒体内の水位を一定に保ちながら前記土構造物への浸透水量を測定するマリオット管と、前記筒体内の前記土構造物に埋設し、前記土構造物の圧力水頭を測定するテンシオメータと、を備えたことを特徴としている。   The in-situ permeability test apparatus according to the present invention surrounds a measurement target area of a soil structure, embeds a lower end portion in a surface layer of the measurement target area, and fills the inside with water, and from the surface of the soil structure to a surface layer part. A cylinder for infiltrating the water, a Marriott tube for measuring the amount of water penetrating into the earth structure while keeping the water level in the cylinder constant, and the earth structure embedded in the earth structure in the cylinder And a tensiometer for measuring the pressure head of the object.

上記構成による本願発明によれば、筒体の開口の下端部を土構造物の表層から内部に埋込んでいる。またテンシオメータの先端部は埋設した筒体の下端部の深さと同等またはそれよりも浅い地表側の地中に設置している。このため、埋設した円筒管の管壁によって土構造物の測定対象域における水平方向の浸透流を抑制して鉛直方向の浸透流に限定することができる。   According to this invention by the said structure, the lower end part of the opening of a cylinder is embedded inside from the surface layer of a soil structure. The tip of the tensiometer is installed in the ground on the ground side which is equal to or shallower than the depth of the lower end of the buried cylinder. For this reason, the horizontal osmotic flow in the measurement target area of the earth structure can be suppressed by the tube wall of the buried cylindrical tube, and the osmotic flow can be limited to the vertical osmotic flow.

また筒体の内側であって土構造物に配置したテンシオメータで圧力水頭を測定するとともに、円筒管の周辺に配置したマリオット管により土構造物に浸透する水の流量を測定している。このため、予め求めた解析値とこれらの測定値を対比し、透水係数を求めることができる。   In addition, the pressure head is measured with a tensiometer located in the earth structure inside the cylinder, and the flow rate of water penetrating the earth structure is measured with a Marriott pipe arranged around the cylindrical pipe. For this reason, the hydraulic conductivity can be obtained by comparing the analytical value obtained in advance with these measured values.

さらに測定対象域は土構造物の表層部とし、筒体の下端部を埋設している。したがってこれまでの原位置透水試験のように浸透流が定常に達するまで長時間測定を続ける必要はなく、短時間で鉛直方向の透水係数を測定することが可能となる。   Furthermore, the measurement target area is the surface layer part of the earth structure, and the lower end part of the cylinder is embedded. Therefore, it is not necessary to continue the measurement for a long time until the osmotic flow reaches a steady state as in the in-situ permeability test so far, and it is possible to measure the permeability coefficient in the vertical direction in a short time.

本発明の原位置透水試験方法及びその装置の実施の形態について、添付の図面を参照しながら以下詳細に説明する。図１は、本発明に係る原位置透水試験装置の構成概略を示す図である。図示のように原位置透水試験装置１０の測定対象となる土構造物１１は、例えば産業廃棄物処分場などの覆土層である。   Embodiments of the in-situ permeability test method and apparatus of the present invention will be described below in detail with reference to the accompanying drawings. FIG. 1 is a diagram showing a schematic configuration of an in-situ permeability test apparatus according to the present invention. As shown in the figure, the soil structure 11 to be measured by the in-situ permeability test apparatus 10 is a covering layer such as an industrial waste disposal site.

土構造物１１の表面には筒体を配置している。本実施形態では筒体として円筒管１２を用いている。円筒管１２は、一対の開口のいずれか一方を土構造物１１に埋め込み、上側の開口から注水できるようにしている。そして円筒管１２の壁部１２ａは、内部に注水することによって生じる水圧に対し十分な強度と、注水した水が壁面から外部に漏れないような遮水性を具備している。また円筒管１２の下端部１２ｂは、前記土構造物１１の表面から内部に任意に設定した深さに埋め込んである。本実施形態に係る円筒体１２の下端部１２ｂの埋め込み深さは、土構造物１１の表層部、すなわち地表から数ｃｍの深さに設定している。埋め込み深さを土構造物１１の地表から数ｃｍの深さに設定することによって、原位置透水試験装置１０の設置を容易にするとともに、浸透時間を短くすることができる。なお筒体の断面形状は、実施形態の円筒形状のほかにも楕円形状、矩形形状、多角形状など測定対象を囲う隔壁を備えた構造であればこれに限定されるものではない。   A cylinder is arranged on the surface of the earth structure 11. In the present embodiment, a cylindrical tube 12 is used as a cylindrical body. The cylindrical tube 12 has one of a pair of openings embedded in the earth structure 11 so that water can be injected from the upper opening. The wall portion 12a of the cylindrical tube 12 has a sufficient strength against the water pressure generated by pouring water into the interior and water shielding properties so that the poured water does not leak from the wall surface to the outside. Further, the lower end 12b of the cylindrical tube 12 is embedded at a depth arbitrarily set from the surface of the earth structure 11 to the inside. The embedding depth of the lower end portion 12b of the cylindrical body 12 according to the present embodiment is set to a depth of several centimeters from the surface layer portion of the earth structure 11, that is, the ground surface. By setting the embedding depth to a depth of several centimeters from the ground surface of the earth structure 11, the in-situ permeability test apparatus 10 can be easily installed and the infiltration time can be shortened. In addition to the cylindrical shape of the embodiment, the cross-sectional shape of the cylindrical body is not limited to this as long as the structure includes a partition wall that surrounds the measurement target, such as an elliptical shape, a rectangular shape, or a polygonal shape.

前記円筒管１２の周辺にはマリオット管１４を設けてある。このマリオット管１４の上下の端部には複数のバルブを介して配管１８が接続している。本体の上部には一対の通気バルブ１６を設け、本体への通気、遮断を切り替え可能にしている。また本体の下部には一対の注水バルブ１７を設け、本体へ注水あるいは排水することができるように構成している。下端部の注水バルブ１７を備えた配管の一方は、注水ホース２０を界して円筒管１２の壁部１２ａの接続口と接続し、円筒管１２内に注水可能に形成している。またマリオット管１４内に設置する大気連通管２２は、マリオット管１４の本体を長手方向にスライド可能に形成し、設置位置を調整することができる。そして円筒管１２の所定の水の高さＨを設定する際、大気連通管２２の下端部を地表からＨの高さに合わせると、大気圧によって円筒管１２内部の水の高さＨに調整することができる。これにより円筒管１２内部の水の高さＨを一定に保持することができる。またマリオット管１４の外周にはスケール２４を配置し、管内部に充填した水２６が円筒体１２へ流出する水量を計測することができる。   A Marriott tube 14 is provided around the cylindrical tube 12. A pipe 18 is connected to the upper and lower ends of the Marriott pipe 14 via a plurality of valves. A pair of ventilation valves 16 are provided in the upper part of the main body so that the ventilation and blocking of the main body can be switched. In addition, a pair of water injection valves 17 are provided at the lower part of the main body so that water can be injected into or discharged from the main body. One of the pipes provided with the water injection valve 17 at the lower end is connected to the connection port of the wall portion 12a of the cylindrical tube 12 with the water injection hose 20 therebetween, and is formed in the cylindrical tube 12 so that water can be injected. The atmospheric communication pipe 22 installed in the Marriott pipe 14 can be formed so that the body of the Marriott pipe 14 can slide in the longitudinal direction, and the installation position can be adjusted. When the predetermined water height H of the cylindrical tube 12 is set, if the lower end portion of the atmospheric communication tube 22 is adjusted to the height of H from the ground surface, the water height H inside the cylindrical tube 12 is adjusted by atmospheric pressure. can do. Thereby, the height H of the water inside the cylindrical tube 12 can be kept constant. Further, a scale 24 is disposed on the outer periphery of the Marriott tube 14, and the amount of water that flows out of the water 26 filled in the tube into the cylindrical body 12 can be measured.

円筒管１２の内部にはテンシオメータ（圧力水頭計）３０を配置してある。テンシオメータ３０の先端部のポーラスカップ３２は、円筒管１２内の土構造物１１の地中に挿入してある。またテンシオメータ３０の上端部は、計測ケーブル３４を介して円筒管１２の外部に設置した表示器３６に接続している。表示器３６はテンシオメータの測定した圧力水頭を円筒管１２の外側から表示可能に構成している。またテンシオメータ３０は、先端部のポーラスカップ３２が円筒管１２の下端部１２ｂと同等の深さ３５又はわずかに浅い位置、すなわち土構造物１１の地表側の地中になるように円筒管１２内部の土構造物１１に設置されている。これにより圧力水頭を測定するテンシオメータ３０の測定部は、円筒体１２の壁部１２ａの内側に配置されて、地表から浸透する浸透水の水平方向の流れを遮断して、鉛直方向に限定することができる。   A tensiometer (pressure head meter) 30 is disposed inside the cylindrical tube 12. The porous cup 32 at the tip of the tensiometer 30 is inserted into the earth structure 11 in the cylindrical tube 12. The upper end portion of the tensiometer 30 is connected to a display device 36 installed outside the cylindrical tube 12 via a measurement cable 34. The indicator 36 is configured to display the pressure head measured by the tensiometer from the outside of the cylindrical tube 12. Further, the tensiometer 30 is arranged so that the porous cup 32 at the tip end is located at a depth 35 or slightly shallower equivalent to the lower end portion 12b of the cylindrical tube 12, that is, inside the cylindrical tube 12 so as to be in the ground on the ground surface side of the earth structure 11. The earth structure 11 is installed. Thereby, the measurement part of the tensiometer 30 for measuring the pressure head is arranged inside the wall part 12a of the cylindrical body 12 to block the horizontal flow of the permeated water penetrating from the ground surface and limited to the vertical direction. Can do.

次に、上記構成による原位置透水試験装置の原位置透水試験方法について説明する。まず円筒管１２の一対の開口のうちいずれか一方の開口の下端部１２ｂを土構造物１１の外表面から任意の深さ、すなわち地表から数ｃｍの深さに埋設する。そしてテンシオメータ３０の先端部のポーラスカップ３２を円筒体１２の内部の土構造物１１の地表から挿入し、埋め込んだ円筒体１２の下端部１２ｂと同等以下の浅い位置、すなわち下端部１２ｂと同等の深さ又はそれよりも土構造物１１の地表側の浅い位置に設置する。テンシオメータ３０は計測ケーブル３４を介して外部に配置した表示器３６に接続している。   Next, the in-situ permeability test method of the in-situ permeability test apparatus having the above configuration will be described. First, the lower end portion 12b of one of the pair of openings of the cylindrical tube 12 is embedded at an arbitrary depth from the outer surface of the earth structure 11, that is, a depth of several centimeters from the ground surface. And the porous cup 32 of the front-end | tip part of the tensiometer 30 is inserted from the ground surface of the earth structure 11 inside the cylindrical body 12, and it is equivalent to the shallow position below the lower end part 12b of the embedded cylindrical body 12, ie, equivalent to the lower end part 12b. It is installed at a depth or a shallower position on the ground surface side of the earth structure 11 than that. The tensiometer 30 is connected to an indicator 36 arranged outside via a measurement cable 34.

円筒管１２の周辺に設置したマリオット管１４の注水ホース２０から円筒管１２の壁部１２ａに水を送り、注水ホース２０内の空気を管外部に追い出して管内部を水で満たした後、マリオット管１４の通気バルブ１６及び注水バルブ１７を全て閉塞する。そして土構造物内の初期の圧力水頭の測定値を表示器３６により測定し記録する。   After water is sent from the water injection hose 20 of the Marriott pipe 14 installed around the cylindrical pipe 12 to the wall portion 12a of the cylindrical pipe 12, the air inside the water injection hose 20 is expelled to the outside of the pipe and the pipe is filled with water. All of the ventilation valve 16 and the water injection valve 17 of the pipe 14 are closed. Then, the measured value of the initial pressure head in the earth structure is measured by the display 36 and recorded.

ついで円筒管１２の内部へ任意に設定した高さＨまで注水して、マリオット管１４の通水バルブ１７ａを開く。円筒管１２内に注水すると地表から水が浸透し始める。マリオット管１４の大気連通管２２によって円筒管１２の水の高さＨは一定に保持されながら、マリオット管１４本体の水が円筒管１２内部に流出する。通水バルブ１７を開いてからの所定の経過時間ごと、そのときのマリオット管１４内の水位、及び圧力水頭を測定する。このときマリオット管１４内の水位は管外周に取り付けたスケールにより測定する、また圧力水頭は表示器３６によって測定値が表示される。なお、円筒管１２内の水が土構造物１１へ浸透するとそれと同量の水がマリオット管１４から円筒管１２内へ移動するので、マリオット管１４内の水位変化から土構造物への浸透水量が得られる。   Next, water is poured into the cylindrical pipe 12 to a arbitrarily set height H, and the water passage valve 17a of the Marriott pipe 14 is opened. When water is poured into the cylindrical tube 12, water begins to permeate from the ground surface. The water in the Marriott pipe 14 flows into the cylindrical pipe 12 while the water height H of the cylindrical pipe 12 is kept constant by the atmospheric communication pipe 22 of the Marriott pipe 14. The water level and the pressure head in the Marriott pipe 14 at that time are measured every predetermined elapsed time after the water valve 17 is opened. At this time, the water level in the Marriott tube 14 is measured by a scale attached to the outer periphery of the tube, and the measured value of the pressure head is displayed on the display 36. When the water in the cylindrical tube 12 permeates into the earth structure 11, the same amount of water moves from the Marriott tube 14 into the cylindrical tube 12, so that the amount of infiltrated water into the earth structure from the change in the water level in the Marriott tube 14 Is obtained.

次に、得られた圧力水頭と浸透水量の測定値に基づき透水係数ｋの算出方法について説明する。図２、図３は一例として、原位置透水試験装置の円筒管の直径が３００ｍｍ、円筒管下端の土構造物への埋設深度が５０ｍｍ、円筒管内の水位Ｈが１００ｍｍ、テンシオメータのポーラスカップが円筒管の中央部であって深さ４０ｍｍに設置したときの経過時間と、浸透水量又は圧力水頭との変化を一般的な有限要素法浸透流解析によって求めたグラフである。図２は縦軸に浸透水量（ｃｍ３／時間）、横軸に透水試験の経過時間（ｈ）をとり、Ａ：透水係数ｋ＝１×１０−３ｃｍ／ｓｅｃ、Ｂ：ｋ＝１×１０−６ｃｍ／ｓｅｃのグラフをそれぞれ示す。図３は縦軸に圧力水頭（ｃｍ）、横軸に透水試験の経過時間（ｈ）をとり、Ａ：透水係数ｋ＝１×１０−３ｃｍ／ｓｅｃ、Ｂ：ｋ＝１×１０−６ｃｍ／ｓｅｃのグラフをそれぞれ示す。 Next, a method for calculating the hydraulic conductivity k will be described based on the obtained pressure head and the measured value of the amount of osmotic water. 2 and 3 show, as an example, the diameter of the cylindrical tube of the in-situ permeability test apparatus is 300 mm, the depth of embedding in the earth structure at the bottom of the cylindrical tube is 50 mm, the water level H in the cylindrical tube is 100 mm, and the porous cup of the tensiometer is cylindrical. It is the graph which calculated | required the change with the general finite element method osmotic flow analysis of the elapsed time when it installs in the center part of a pipe | tube and the depth of 40 mm, and the amount of osmotic water or a pressure head. In FIG. 2, the vertical axis represents the amount of permeated water (cm 3 / hour), the horizontal axis represents the elapsed time (h) of the water permeability test, A: water permeability coefficient k = 1 × 10 −3 cm / sec, B: k = 1 × Each graph shows 10 −6 cm / sec. FIG. 3 shows the pressure head (cm) on the vertical axis and the elapsed time (h) of the water permeability test on the horizontal axis. A: hydraulic conductivity k = 1 × 10 −3 cm / sec, B: k = 1 × 10 −6 Each graph of cm / sec is shown.

例えば経過時間ごと浸透水量と圧力水頭を測定し、得られた測定値を有限要素法浸透流解析による解析値に基づくグラフにプロットする。プロットした点を結んで得られた曲線から近似する透水係数の曲線を選択し、透水係数ｋを求めることができる。また有限要素法浸透流解析によってこの他にも任意の透水係数ｋを解析し、経過時間ごとの圧力水頭と浸透水量からなる測定結果を有限要素法によって求めた解析結果と測定結果とを対比することによって測定箇所の透水係数を求めることができる。なお、透水係数は浸透水量あるいは圧力水頭のいずれか一方の値よって求めるようにしてもよいが、好ましくは浸透水量と圧力水頭の両方の測定値から透水係数を求めるようにすればより正確な値を求めることができる。   For example, the amount of osmotic water and the pressure head are measured for each elapsed time, and the obtained measurement values are plotted on a graph based on the analysis values by finite element method osmotic flow analysis. A permeability coefficient curve can be obtained by selecting an approximate permeability coefficient curve from curves obtained by connecting the plotted points. In addition, an arbitrary hydraulic conductivity k is analyzed by the finite element method osmotic flow analysis, and the measurement result obtained by the finite element method is compared with the measurement result obtained from the pressure head and the amount of osmotic water for each elapsed time. Thus, the hydraulic conductivity of the measurement location can be obtained. The permeability coefficient may be determined by either the amount of osmotic water or the pressure head, but it is preferably a more accurate value if the permeability coefficient is determined from the measured values of both the amount of osmotic water and the pressure head. Can be requested.

ところで透水試験装置で測定した測定結果は、上記有限要素法浸透流解析によって求める他に、簡易式を利用して透水係数を求めることもできる。図４は透水係数を簡易に算定する算定式の説明図である。   By the way, in addition to obtaining the measurement result measured by the water permeability test apparatus by the finite element method osmotic flow analysis, the water permeability coefficient can also be obtained by using a simple formula. FIG. 4 is an explanatory diagram of a calculation formula for simply calculating the hydraulic conductivity.

図４（１）に示すように、一般に土壌中の水の流れはダルシー則（Ｑ＝ｋｉＡ）に従い、透水係数ｋは、２点間の流動差の関係を表す動水勾配ｉを用いて、次のように表すことができる。

Figure 2007198027

なお
ｋ：透水係数（ｃｍ／ｓｅｃ）、Ｑ：流量（ｃｍ３／ｓｅｃ）、
ｉ：動水勾配、Ａ：土の断面積（ｃｍ２）
Δｈ：水頭差（ｃｍ）、Ｌ：土の距離（ｃｍ）
をそれぞれ示す。 As shown in FIG. 4 (1), the flow of water in the soil generally follows Darcy's law (Q = kiA), and the hydraulic conductivity k uses a hydraulic gradient i representing the relationship between the flow differences between two points. It can be expressed as:
Figure 2007198027
K: hydraulic conductivity (cm / sec), Q: flow rate (cm 3 / sec),
i: Hydrodynamic gradient, A: Cross-sectional area of soil (cm 2 )
Δh: water head difference (cm), L: soil distance (cm)
Respectively.

ここで、本実施形態に係る原位置透水試験装置では、図４（２）に示すように上記Ｌ：土の距離は、Ｚ：圧力水頭の測定深さ（ｃｍ）、すなわち埋設したテンシオメータの先端部に相当する。   Here, in the in-situ permeability test apparatus according to the present embodiment, as shown in FIG. 4 (2), the distance of L: soil is Z: the measurement depth (cm) of the pressure head, that is, the tip of the embedded tensiometer. It corresponds to the part.

また本実施形態に係る原位置透水試験装置では、測定対象域の下部の圧力水頭をテンシオメータで測定し得られた測定値Ｐから、円筒間内に注水した水の高さＨを一定に保持しているため、測定対象域の上部の圧力水頭との水頭差Δｈを求めることができる。すなわち測定対象域の下部の圧力水頭をＰとすると、測定対象域の上部の圧力水頭は円筒管内の水の高さHと、圧力水頭の測定深さZから数２に示すように

Figure 2007198027
と表すことができる。
ここで、Δｈ：水頭差、Ｚ：圧力水頭の測定深さ（ｃｍ）
Ｈ：水の高さ（ｃｍ）、Ｐ：圧力水頭（ｃｍ）
をそれぞれ示す。 In the in-situ permeability test apparatus according to the present embodiment, the height H of the water poured into the space between the cylinders is kept constant from the measured value P obtained by measuring the pressure head at the lower part of the measurement target area with a tensiometer. Therefore, the head difference Δh from the pressure head at the top of the measurement target area can be obtained. In other words, if the pressure head at the lower part of the measurement target area is P, the pressure head at the upper part of the measurement target area is expressed by the following formula 2 from the height H of the water in the cylindrical tube and the measurement depth Z of the pressure head.
Figure 2007198027
 It can be expressed as.
Here, Δh: head difference, Z: measured depth of pressure head (cm)
H: Water height (cm), P: Pressure head (cm)
Respectively.

得られた数式２を数式１に代入すると

Figure 2007198027

となる。
ここで、Ｑ：円筒管内への浸透水量（ｃｍ３／ｓｅｃ）、Ａ：円筒管断面積（ｃｍ２）
をそれぞれ示す。 Substituting the obtained Equation 2 into Equation 1
Figure 2007198027
It becomes.
Here, Q: amount of permeated water into the cylindrical tube (cm 3 / sec), A: cross-sectional area of the cylindrical tube (cm 2 )
Respectively.

上記簡易式（数式３）によれば、予め試験装置の測定深さＺ、水の高さＨ、円筒管断面積Ａを特定しておけば、テンシオメータによる圧力水頭の測定値Ｐ及びマリオット管による浸透水量Ｑに基づいて透水係数ｋを算出することができる。また測定対象域の上下両面の圧力水頭が既知であるため、短時間で鉛直方向の透水係数を測定することができる。よってこれまでの原位置透水試験装置のように浸透流が定常に達するまで長時間測定を続ける必要がない。なお数式３は浸透流を鉛直方向のみの流れに制限して導いていたものである。   According to the above simplified formula (Formula 3), if the measurement depth Z, water height H, and cylindrical tube cross-sectional area A of the test apparatus are specified in advance, the measured value P of the pressure head by a tensiometer and the Marriott tube Based on the permeated water amount Q, the water permeability coefficient k can be calculated. Moreover, since the pressure heads on the upper and lower surfaces of the measurement target area are known, the hydraulic conductivity in the vertical direction can be measured in a short time. Therefore, it is not necessary to continue measurement for a long time until the osmotic flow reaches a steady state as in the conventional in-situ permeability test apparatus. Equation 3 is derived by limiting the osmotic flow to a flow only in the vertical direction.

このような原位置透水試験装置によれば、土構造物の表層部を測定対象域とすると共に、測定対象域の地表からの浸透流を鉛直方向に制限しているので、土構造物の浸透水量の変化と圧力水頭の変化とに基づいて、短時間で容易に透水係数を測定することができる。   According to such an in-situ permeability test apparatus, the surface layer portion of the earth structure is set as the measurement target area, and the infiltration flow from the surface of the measurement target area is restricted in the vertical direction. Based on the change in the amount of water and the change in the pressure head, the hydraulic conductivity can be easily measured in a short time.

本発明の実施形態に係る原位置透水試験装置の構成概略を示す図である。It is a figure which shows the structure outline of the in-situ permeability test apparatus which concerns on embodiment of this invention. 有限要素法により求めた浸透水量と経過時間の説明図である。It is explanatory drawing of the amount of osmotic water and elapsed time which were calculated | required by the finite element method. 有限要素法により求めた圧力水頭と経過時間の説明図である。It is explanatory drawing of the pressure head calculated | required by the finite element method, and elapsed time. 透水係数を簡易に算定する算定式の説明図である。It is explanatory drawing of the calculation formula which calculates a hydraulic conductivity simply. 従来の原位置透水試験装置の構成概略を示す図である。It is a figure which shows the structure outline of the conventional in-situ permeability test apparatus.

符号の説明Explanation of symbols

１………土構造物、２………試験孔、３………砕石、４………気密水槽、５………定水位保持管、６………注水管、７………スケール、１０………原位置透水試験装置、１１………土構造物、１２………円筒管、１４………マリオット管、１６………通気バルブ、１７………通水バルブ、１８………配管、２０………注水ホース、２２………大気連通管、２４………スケール、２６………水、３０………テンシオメータ、３２………ポーラスカップ、３４………計測ケーブル、３６………表示器。 1 ......... Soil structure, 2 ...... Test hole, 3 ......... Crumble, 4 ...... Airtight water tank, 5 ...... Constant water level holding pipe, 6 ...... Water injection pipe, 7 ...... Scale, 10 ......... In-situ permeability test equipment, 11 ......... Earth structure, 12 ......... Cylindrical tube, 14 ......... Marriott tube, 16 ...... Ventilation valve, 17 ...... Water passage valve, 18 ... … Piping, 20 ……… Water injection hose, 22 ……… Air communication pipe, 24 ……… Scale, 26 ……… Water, 30 ……… Tensiometer, 32 ……… Porous cup, 34 ……… Measurement cable, 36: Display.

Claims (2)

土構造物の透水係数を測定する原位置透水試験方法であって、
前記土構造物の表層の地中にいずれか一方の開口を埋設した筒体の内部に注水し、前記筒体内の水位を一定に保ちながら前記筒体の水を前記土構造物の地表から浸透させ、
埋設した前記筒体の前記開口の下端部の深さと同等又は地表側の地中の圧力水頭を計測し、
前記土構造物の浸透水量の変化と前記圧力水頭の変化とに基づいて、前記土構造物の透水係数を求めることを特徴とする原位置透水試験方法。 An in-situ permeability test method for measuring the permeability coefficient of a soil structure,
Water is injected into the inside of the cylinder in which one of the openings is embedded in the ground surface of the soil structure, and water in the cylinder penetrates from the ground surface of the earth structure while keeping the water level in the cylinder constant. Let
Measure the pressure head in the ground on the surface side equivalent to the depth of the lower end of the opening of the buried cylinder,
An in-situ permeability test method, wherein a permeability coefficient of the earth structure is obtained based on a change in the amount of seepage water of the earth structure and a change in the pressure head. 土構造物の測定対象域を囲い、下端部を前記測定対象域の表層に埋設し、内部に水を充填し、前記土構造物の地表から表層へ前記水を浸透させる筒体と、
前記筒体内の水位を一定に保ちながら前記土構造物への浸透水量を測定するマリオット管と、
前記筒体内の前記土構造物に埋設し、前記土構造物の圧力水頭を測定するテンシオメータと、
を備えたことを特徴とする原位置透水試験装置。 A cylinder that surrounds the measurement target area of the earth structure, has a lower end embedded in a surface layer of the measurement target area, filled with water, and penetrates the water from the ground surface of the earth structure to the surface layer,
A Marriott tube for measuring the amount of water penetrating into the earth structure while keeping the water level in the cylinder constant;
A tensiometer embedded in the earth structure in the cylinder and measuring the pressure head of the earth structure;
An in-situ permeability test apparatus characterized by comprising:
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CN113218842A (en) * 2021-04-30 2021-08-06 中建五局土木工程有限公司 On-site testing method and on-site testing device for unsaturated permeability coefficient
CN113970493A (en) * 2021-09-23 2022-01-25 中国电建集团华东勘测设计研究院有限公司 Testing device and testing method for shear stress-strain curve test sample under large-scale direct shearing of on-site coarse-grained soil
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