JP4461428B2 - Impermeable wall - Google Patents

Impermeable wall Download PDF

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JP4461428B2
JP4461428B2 JP2004262360A JP2004262360A JP4461428B2 JP 4461428 B2 JP4461428 B2 JP 4461428B2 JP 2004262360 A JP2004262360 A JP 2004262360A JP 2004262360 A JP2004262360 A JP 2004262360A JP 4461428 B2 JP4461428 B2 JP 4461428B2
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water
shaft
impermeable
water stop
stop plug
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JP2006077453A (en
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遵 延藤
晋也 藤沼
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清水建設株式会社
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本発明は、立坑の周辺岩盤に発生する水みちを遮断する遮水壁に関する。 The present invention relates to a water-impervious wall that blocks a water channel generated in a rock around a shaft .

原子力発電所等から発生する高レベル放射性廃棄物の地層処分において、高レベル放射性廃棄物は、金属製のオーバーパックに封入され複数の処分孔に埋没される。この処分孔は地下300m以下にある水平方向の処分坑道に設置され、処分坑道は立坑によって地上と連絡している。廃棄体から放出される放射性核種は、処分孔に埋没後、オーバーパックの腐食やベントナイトの化学変質等によって人工バリアの性能が劣化する。これにより、放射性核種は、天然バリアである岩盤中に放出され、さらには岩盤中を流れる地下水によって地上へ運ばれる可能性がある。とくに、掘削後の坑道の周辺岩盤は緩んだ状態であり、掘削前よりも透水性が高く、地下水の水みちになる。汚染された地下水の地上流出を防止するためには、処分孔と地上を連絡するアクセス坑道となる立坑の周辺の水みちを遮断することが有効である。
立坑の水みちの遮断方法は、遮断箇所にベントナイトブロック等からなる止水プラグを構築する方法があり、加えてベントナイトグラウト等を注入する方法が一般的である。ベントナイトグラウトは、ベントナイトに水やエタノール等の有機溶媒を混合したベントナイトスラリーから形成されている。止水プラグの構築方法は、立坑断面より大きく拡幅掘削し、この拡幅箇所に膨潤性が高く低透水性のベントナイトブロック等を設置する。これにより、立坑周辺に流れる水みちを遮断する。また、拡幅掘削によって生じた掘削損傷領域が、新たな水みちとなりうる箇所にベントナイトグラウト注入する方法がある(例えば、特許文献1、2参照)。
別の水みちの遮断方法として、埋没される放射性廃棄物の地層処分法において、各処分孔毎に止水プラグを構築することで放射性核種が地下水に漏出することを防止する方法が、特許文献3に開示されている。
特開平8−49242号公報 特開2001−323453号公報 特開平3−150500号公報
In the geological disposal of high-level radioactive waste generated from a nuclear power plant or the like, the high-level radioactive waste is enclosed in a metal overpack and buried in a plurality of disposal holes. This disposal hole is installed in a horizontal disposal tunnel below 300m underground, and the disposal tunnel is connected to the ground by a vertical shaft. After the radionuclide released from the waste is buried in the disposal hole, the performance of the artificial barrier deteriorates due to corrosion of the overpack or chemical alteration of bentonite. As a result, the radionuclide may be released into the rock, which is a natural barrier, and further transported to the ground by groundwater flowing through the rock. In particular, the rock around the tunnel after excavation is in a relaxed state, has higher permeability than before excavation, and becomes a waterway for groundwater. In order to prevent the groundwater from contaminated groundwater from flowing out, it is effective to block the water channel around the shaft that is the access tunnel connecting the disposal hole and the ground.
As a method for shutting off a waterway in a shaft, there is a method of constructing a water stop plug composed of a bentonite block or the like at a shut off point, and a method of injecting bentonite grout or the like is also common. The bentonite grout is formed from bentonite slurry in which bentonite is mixed with an organic solvent such as water or ethanol. The water stop plug is constructed by widening excavation larger than the cross section of the shaft and installing a highly swellable and low water-permeable bentonite block or the like at the widened portion. Thereby, the water flow which flows around a shaft is interrupted. In addition, there is a method of injecting bentonite grout into a place where an excavation damaged region caused by widening excavation can become a new water channel (for example, see Patent Documents 1 and 2).
Another method for blocking water channels is a method for preventing radionuclides from leaking into groundwater by constructing a water stop plug for each disposal hole in the geological disposal method for buried radioactive waste. 3 is disclosed.
JP-A-8-49242 JP 2001-323453 A JP-A-3-150500

しかしながら、立坑に止水プラグを構築する場合、立坑周辺の水みちは遮断できるが、拡幅掘削の影響によって止水プラグの外側に新たな掘削損傷領域が発生し水みちとなる可能性がある。一方、上記特許文献3に示す地層処分法は、一般に数万本に及ぶ廃棄体毎に処分孔が設けられており、これらの処分孔それぞれに止水プラグを設置する必要があるため、膨大な施工量となり現実的ではない。   However, when the water stop plug is constructed in the shaft, the water channel around the shaft can be shut off, but a new excavation damage area may be generated outside the water stop plug due to the widening excavation, which may become a water channel. On the other hand, the geological disposal method shown in Patent Document 3 generally has disposal holes for every tens of thousands of waste bodies, and it is necessary to install a water stop plug in each of these disposal holes. The amount of construction is not realistic.

本発明は、上述する問題点に鑑みてなされたもので、構築に伴う岩盤の緩みを抑え、立坑周辺に発生する水みちを遮断することができる遮水壁を提供することを目的とする。 This invention is made | formed in view of the problem mentioned above, and it aims at providing the impermeable wall which can suppress the loosening of the bedrock accompanying construction and can interrupt the water channel which generate | occur | produces around a shaft .

上記目的を達成するため、本発明に係る立坑に構築される遮水壁は、立坑に構築される遮水壁において、立坑内部から下方に向かうにしたがって漸次立坑から離れるようにして立坑の外側全周にわたって所定領域に掘削形成された連続溝に止水材が充填されていることを特徴としている。
本発明では、形成された遮水壁内への水の侵入を防止でき、立坑周辺や従来技術における止水プラグ周辺の掘削損傷領域に発生する水みちを遮断できる。つまり、処分孔と地上とのアクセスとなる立坑周辺の水みちを遮断することにより、汚染された地下水が地上に運ばれることを防止できる。また、遮水壁構築に伴う掘削溝断面が、止水プラグを拡幅掘削する際の掘削断面と比較して小さいため、岩盤の緩みを抑えることができる。
To achieve the above object, impervious wall constructed in the vertical shaft of the present invention is a water-impervious wall to be built in vertical shaft, from inside the vertical shaft and away from the gradually shafts toward the lower outer shafts all A feature is that a continuous groove formed by excavation in a predetermined region over the circumference is filled with a water-stopping material.
In the present invention, it is possible to prevent water from entering the formed impermeable wall, and it is possible to block the water channel generated in the excavation damage area around the shaft and around the water stop plug in the prior art. That is, it is possible to prevent contaminated groundwater from being transported to the ground by blocking the water channel around the vertical shaft that provides access between the disposal hole and the ground. Moreover, since the cross section of the excavation groove associated with the construction of the impermeable wall is small compared to the excavation cross section when the water stop plug is widened, excavation of the rock mass can be suppressed.

また、本発明に係る遮水壁は、立坑内部に止水プラグが設けられ、その外周に密着接合して遮水壁が設けられていることが好ましい。
本発明では、立坑内部に流れる水を遮断でき、遮水壁と立坑との接合箇所から立坑内に地下水が進入することを防止できる。
Moreover, it is preferable that the water shielding wall which concerns on this invention is provided with the water stop plug in the inside of a vertical shaft, and is closely_contact | adhered and joined to the outer periphery.
In the present invention, can be blocked water flowing inside vertical shaft, it is possible to prevent ground water from entering into the pit from the joint between the impervious wall and vertical shaft.

本発明によれば、止水性の高い遮水壁を構築でき、立坑周辺を流れる水みちを遮断することができる。 ADVANTAGE OF THE INVENTION According to this invention, the water-blocking wall with a high water stop can be constructed | assembled, and the water flow which flows around a shaft can be interrupted | blocked.

以下、本発明の第一の実施の形態による遮水壁について、図面に基づいて説明する。図1は本実施の形態に係る遮水壁を備えた立坑を示す全体図である。図2は図1に示す遮水壁部分の拡大図、図3は図2に示す遮水壁を上方から見た概略説明図、図4は図3に示す遮水壁のA−A線断面図、図5は図3に示す遮水壁に関するものであって、硬岩でスロットドリルを使用して形成されたA−A線断面図、図6は止水プラグと遮水壁の内部構造を示す側断面図である。
図1に示すように、高レベル放射性廃棄物の地層処分場は、高レベル放射性廃棄物1を埋没する複数の処分孔2と、これら処分孔2が設置される水平方向の処分トンネル3と、処分トンネル3と地上とを連絡する立坑4とから構成されている。立坑4の周辺岩盤には掘削によって緩みが発生した掘削損傷領域5があり、この掘削損傷領域5は図1に示す矢印D方向に流れる水みちを形成している。
本実施の形態に係る立坑における遮水構造は、立坑4内の水の動きを止めるため立坑4内に止水材を詰めて構築された止水プラグ6と、掘削損傷領域5を遮断するために止水プラグ6の周部に設けられている遮水壁7とから構成されている。
Hereinafter, the impermeable wall by 1st embodiment of this invention is demonstrated based on drawing. FIG. 1 is an overall view showing a shaft provided with a water shielding wall according to the present embodiment. 2 is an enlarged view of the impermeable wall portion shown in FIG. 1, FIG. 3 is a schematic explanatory view of the impermeable wall shown in FIG. 2 as viewed from above, and FIG. 4 is a cross-sectional view taken along line AA of the impermeable wall shown in FIG. FIG. 5 is related to the water-impervious wall shown in FIG. 3, and is a cross-sectional view taken along the line AA of hard rock using a slot drill. FIG. 6 is an internal structure of the water stop plug and the water-impervious wall. FIG.
As shown in FIG. 1, the geological disposal site for high-level radioactive waste includes a plurality of disposal holes 2 in which the high-level radioactive waste 1 is buried, a horizontal disposal tunnel 3 in which these disposal holes 2 are installed, and a vertical shaft 4 for communicating the disposal tunnel 3 and the ground. The rock around the shaft 4 has an excavation damage area 5 in which loosening has occurred by excavation, and the excavation damage area 5 forms a water channel flowing in the direction of arrow D shown in FIG.
The water-blocking structure in the shaft according to the present embodiment is to block the water-stopping plug 6 constructed by filling a water-stopping material in the shaft 4 in order to stop the movement of water in the shaft 4 and the excavation damage area 5. The water blocking wall 7 is provided on the periphery of the water stop plug 6.

図1、図2に示すように、立坑4内部にはプラグ設置領域8を有し、プラグ設置領域8にベントナイトブロックから形成される止水プラグ6が構築される。そして、止水プラグ6は、埋め戻し材9によって上下を挟まれて形成されている。
遮水壁7は、止水プラグ6に接合され、第一遮水壁7aと第二遮水壁7bの上下二段から構成されている。そして遮水壁7は、立坑4内のプラグ設置領域8から下方に向かうにしたがって漸次立坑から離れるように立坑の外側全周にわたって所定領域に掘削形成された連続溝10にベントナイトスラリー11(止水材)が充填されている。ここで、前記遮水壁7が形成される所定領域とは、具体的には図3に示すように、遮水壁7の外周縁が立坑4の内径より拡径しかつ掘削損傷領域5を越えて外側に拡がる範囲で、これによって掘削損傷領域5の水みちが遮断される。また遮水壁7を、立坑の下方に向かうにしたがって漸次立坑から離れるように形成したのは、立坑の下方から上方に向かって水みちがあるためであり、要は、水の流れる方向と反対方向に向かって漸次立坑から離れる方向に遮水壁を形成すればよい。
As shown in FIGS. 1 and 2, a plug installation region 8 is provided inside the shaft 4, and a water stop plug 6 formed from a bentonite block is constructed in the plug installation region 8. And the water stop plug 6 is formed so that the upper and lower sides may be pinched | interposed by the backfill material 9. FIG.
The impermeable wall 7 is joined to the water blocking plug 6 and is composed of upper and lower two stages of a first impermeable wall 7a and a second impermeable wall 7b. The impermeable wall 7 is bentonite slurry 11 (waterstop) in a continuous groove 10 formed in a predetermined region over the entire outer periphery of the shaft so as to gradually move away from the shaft as it goes downward from the plug installation region 8 in the shaft 4 . Material). Here, as shown in FIG. 3, the predetermined region where the impermeable wall 7 is formed specifically means that the outer peripheral edge of the impermeable wall 7 is larger than the inner diameter of the shaft 4 and the excavation damaged region 5 is defined. In this way, the water channel in the excavation damage area 5 is blocked in a range that extends beyond the outside. In addition, the reason that the impermeable wall 7 is formed so as to gradually move away from the shaft as it goes down the shaft is because there is a water channel from the bottom to the top of the shaft. What is necessary is just to form a water-impervious wall in the direction which leaves | separates from a vertical shaft gradually toward a direction.

連続溝10は、図4に示すように一定の幅で掘削する場合と、図5に示すように円形孔を一部重ねて掘削する場合とがあるが、連続溝の幅は100mmから300mm程度を目安にしている。
そして、連続溝10は、止水プラグ6と接合する領域に位置してベントナイトブロックの挿入部材12が充填された接合領域10aと、接合領域10aの外側に掘削形成されていてベントナイトスラリー11が充填されている充填領域10bとを有している(図6参照)。
The continuous groove 10 may be excavated with a constant width as shown in FIG. 4 or may be excavated with circular holes partially overlapped as shown in FIG. 5, but the width of the continuous groove is about 100 mm to 300 mm. As a guide.
And the continuous groove | channel 10 is located in the area | region which joins the water stop plug 6, and the joining area | region 10a filled with the insertion member 12 of the bentonite block is excavated and formed outside the joining area | region 10a, and the bentonite slurry 11 is filled. Filling region 10b (see FIG. 6).

次に、本実施の形態に係る止水プラグと遮水壁の構築方法について図面に基づいて説明する。
連続溝10は、既に形成されている立坑4のプラグ設置領域8から下方に向かうにしたがって立坑から離れるように外側に向かって掘削され、立坑4の周方向に全周にわたって設けられる。この連続溝10は、周辺岩盤に影響の少ない機械掘削工法によって掘削され、例えば、軟岩の場合に小型の水平多軸回転式の連続掘削機を使用し、軟岩から硬岩に及ぶ場合には複数のスロットドリルを搭載した削岩機を使用し、連続溝10を同時に掘削できる機械を使用する(図5参照)。
Next, the construction method of the water stop plug and the water shielding wall according to the present embodiment will be described based on the drawings.
The continuous groove 10 is excavated outwardly away from the shaft as it goes downward from the plug installation region 8 of the shaft 4 already formed, and is provided over the entire circumference in the circumferential direction of the shaft 4. This continuous groove 10 is excavated by a mechanical excavation method that has little influence on the surrounding rock mass. For example, in the case of soft rock, a small horizontal multi-axis rotary continuous excavator is used, and a plurality of continuous grooves 10 extend from soft rock to hard rock. A machine that can excavate the continuous groove 10 at the same time is used (see FIG. 5).

そして、掘削された連続溝10の充填領域10bにベントナイトスラリー11を注入する。ここで、第一の実施の形態において用いられるベントナイトスラリー11について説明する。連続溝10の充填領域10bに充填する材料は、止水性が高く、連続溝10の深部に流れ込みやすい粘性の小さなものが要求され、ベントナイトスラリーとエタノール等の有機溶媒とを混練して作成される高濃度のベントナイトスラリー11を採用する。連続溝10は、下向きに傾斜する掘削溝となるため、ベントナイトスラリー11は連続溝10の外側の深部にまで流れ込み十分な充填ができ、止水性の高い遮水壁7を構築することができる。
充填領域10bに注入後、接合領域10aにベントナイトブロックからなる挿入部材12が詰め込まれる。
Then, bentonite slurry 11 is injected into the filled region 10b of the excavated continuous groove 10. Here, the bentonite slurry 11 used in the first embodiment will be described. The material to be filled in the filling region 10b of the continuous groove 10 is required to have a high water-stopping property and have a low viscosity that easily flows into the deep part of the continuous groove 10, and is prepared by kneading bentonite slurry and an organic solvent such as ethanol. A highly concentrated bentonite slurry 11 is employed. Since the continuous groove 10 becomes an excavation groove inclined downward, the bentonite slurry 11 can flow into the deep part outside the continuous groove 10 and can be sufficiently filled, and the impermeable wall 7 with high water blocking ability can be constructed.
After injection into the filling region 10b, the insertion member 12 made of bentonite block is packed into the joining region 10a.

ここまでの施工手順により、ベントナイト壁となる第一遮水壁7aが構築され、次に同様の施工手順により第二遮水壁7bをその下に構築する。
続いて、立坑4内のプラグ設置領域8より下部に埋め戻し材9が埋没され、その後プラグ設置領域8にベントナイトブロックを積み上げ止水プラグ6を構築する。そして、止水プラグ6は図6の矢印E方向に締め固められ、その上部に埋め戻し材9が設置される。止水プラグ6の締め固めにより、挿入部材12と止水プラグ6間の間隙が密着し接合する。そして、充填領域10bに充填されているベントナイトスラリー11は、地下水を吸収して水と反応して膨潤し、挿入部材12との接合面を止水する。
By the construction procedure so far, the first impermeable wall 7a to be a bentonite wall is constructed, and then the second impermeable wall 7b is constructed under the same construction procedure.
Subsequently, the backfill material 9 is buried below the plug installation area 8 in the shaft 4, and then a bentonite block is stacked in the plug installation area 8 to construct the water stop plug 6. And the water stop plug 6 is compacted in the arrow E direction of FIG. 6, and the backfill material 9 is installed in the upper part. As the water stop plug 6 is compacted, the gap between the insertion member 12 and the water stop plug 6 comes into close contact with each other. And the bentonite slurry 11 with which the filling area | region 10b is filled absorbs groundwater, reacts with water, swells, and water-stops the joint surface with the insertion member 12. FIG.

上述のように、本第一の実施の形態によれば、ベントナイトスラリー11に吸収された水は殆ど動かない性質から、遮水壁7は高い止水効果を発揮できる。よって、立坑4周辺の掘削損傷領域5の水みちを遮断でき、高レベル放射性核種を含んだ地下水が地上に運ばれることを防止できる。連続溝10は、機械により掘削されると共に、従来技術における止水プラグのように拡幅した場合の掘削断面と比較して、前記したように断面幅が小さいため、掘削に伴う岩盤の緩みを抑えることができる。また、連続溝10が立坑4の斜め下方向に傾斜して掘削されることで、ベントナイトスラリー11が連続溝10の深部にまで流れ込み十分な充填ができる。さらに、第一遮水壁7aと第二遮水壁7bとの二箇所の遮水壁7が設けられることで、立坑4周辺の水みちは遮水壁7の周部を迂回することになり、地上に繋がる水みちの距離が長くなり、地上に地下水が運ばれることを防止できる。   As described above, according to the first embodiment, the water impermeable wall 7 can exhibit a high water blocking effect because the water absorbed in the bentonite slurry 11 hardly moves. Therefore, the water path of the excavation damage area | region 5 around the shaft 4 can be interrupted | blocked, and groundwater containing a high level radionuclide can be prevented from being carried to the ground. The continuous groove 10 is excavated by a machine, and since the cross-sectional width is small as described above compared to the excavated cross section in the case of widening like a water stop plug in the prior art, the loosening of the rock mass accompanying excavation is suppressed. be able to. Further, when the continuous groove 10 is excavated while being inclined obliquely downward of the shaft 4, the bentonite slurry 11 flows into the deep part of the continuous groove 10 and can be sufficiently filled. Furthermore, by providing the two impermeable walls 7, the first impermeable wall 7 a and the second impermeable wall 7 b, the water path around the shaft 4 bypasses the periphery of the impermeable wall 7. The distance of the water path connected to the ground becomes longer, and the groundwater can be prevented from being carried to the ground.

次に、第二の実施の形態による遮水壁と止水プラグの構築方法について、図面に基づいて説明する。図7(a)乃至(c)は、本実施の形態に係る遮水壁の他の一例を示す図であり、止水プラグと遮水壁の施工手順図である。
第二の実施の形態では、立坑4に構築される遮水壁7は第一遮水壁7aだけであり、図1乃至図4に示す第一の実施の形態にある連続溝10と止水プラグ6の接合部分を除き同様の構成からなっている。具体的には、図7(c)に示すように、立坑4の周部より下方外側に掘削された連続溝10と、連続溝10の内部全体にベントナイトスラリー11が充填された遮水壁7と、立坑4内にベントナイトブロックから構築される止水プラグ13とから構成されている。
止水プラグ13には、遮水壁7との接合位置に、図7(a)に示す切り欠き状を形成する接合領域14が設けられている。この接合領域14は、立坑4の縦断面視外周部に略リング状に配置され、連続溝10と同様にベントナイトスラリー11が充填される。ここで、止水プラグ13は、図7(c)に示すように接合領域14を取り囲んで構築され、接合領域14より下部に位置する第一止水プラグ13aと、接合領域14に接合する位置となる第二止水プラグ13bと、その上部に位置する第三止水プラグ13cとの三領域から形成されている。
Next, the construction method of the water shielding wall and the water stop plug according to the second embodiment will be described based on the drawings. Drawing 7 (a) thru / or (c) is a figure showing other examples of a impermeable wall concerning this embodiment, and is a construction procedure figure of a water stop plug and a impermeable wall.
In the second embodiment, the impermeable wall 7 constructed in the shaft 4 is only the first impermeable wall 7a, and the continuous groove 10 and the water stop in the first embodiment shown in FIGS. The structure is the same except for the joint portion of the plug 6. Specifically, as shown in FIG. 7 (c), the continuous groove 10 excavated below and below the peripheral part of the shaft 4, and the impermeable wall 7 in which the entire interior of the continuous groove 10 is filled with bentonite slurry 11. And the water stop plug 13 constructed | assembled from the bentonite block in the shaft 4 is comprised.
The water stop plug 13 is provided with a joint region 14 that forms a notch shape shown in FIG. 7A at a joint position with the water shielding wall 7. The joining region 14 is arranged in a substantially ring shape on the outer peripheral portion of the vertical shaft 4 in the longitudinal sectional view, and is filled with the bentonite slurry 11 like the continuous groove 10. Here, the water stop plug 13 is constructed so as to surround the joining region 14 as shown in FIG. 7C, and the first stop plug 13 a located below the joining region 14 and the position joining the joining region 14. The third water stop plug 13b and the third water stop plug 13c located above the second water stop plug 13b are formed.

第二の実施の形態では、連続溝10の掘削までの施工手順は、第一の実施の形態と同様である。
連続溝10の掘削後は、先ず接合領域14を残した状態でベントナイトブロックを積み上げ、第一止水プラグ13aと第二止水プラグ13bを順次構築する。次に、連続溝10及び接合領域14にベントナイトスラリー11を注入する。ベントナイトスラリー11の注入位置は、第二止水プラグ13bの上面と略水平位置までとなる。さらに第二止水プラグ13b及び充填領域14の上部にベントナイトブロックを積み上げ、第三止水プラグ13cを構築する。
そして、連続溝10に充填されたベントナイトスラリー11は、第一の実施の形態と同様、地下水によって膨潤し止水プラグ13と密着して接合され、止水効果を奏する。
In the second embodiment, the construction procedure up to excavation of the continuous groove 10 is the same as that in the first embodiment.
After excavation of the continuous groove 10, first, bentonite blocks are stacked with the joining region 14 left, and the first water stop plug 13a and the second water stop plug 13b are sequentially constructed. Next, bentonite slurry 11 is injected into the continuous groove 10 and the joining region 14. The injection position of the bentonite slurry 11 is up to a position substantially horizontal with the upper surface of the second water stop plug 13b. Furthermore, a bentonite block is piled up on the 2nd water stop plug 13b and the filling area | region 14, and the 3rd water stop plug 13c is constructed | assembled.
And the bentonite slurry 11 with which the continuous groove | channel 10 was filled is swollen with ground water like 1st embodiment, closely_contact | adhered to the water stop plug 13, and has a water stop effect.

第二の実施の形態による遮水壁では、第一の実施の形態による円形孔10と止水プラグ6との間に挿入部材12を設けた接合構成でなく、ベントナイトスラリー11と止水プラグ13が直接接合する構成である。第二の実施の形態では、第一の実施の形態と同様の止水効果を得ることができる遮水壁7を構築するものである。   In the water-impervious wall according to the second embodiment, the bentonite slurry 11 and the water stop plug 13 are not the joint structure in which the insertion member 12 is provided between the circular hole 10 and the water stop plug 6 according to the first embodiment. Is a structure for direct joining. In the second embodiment, the impermeable wall 7 capable of obtaining the same water blocking effect as that in the first embodiment is constructed.

以上、本発明に係る遮水壁の構築方法の第一及び第二の実施の形態について説明したが、本発明は上記の実施の形態に限定されるものではなく、その趣旨を逸脱しない範囲で適宜変更可能である。例えば、上記の第一及び第二の実施の形態で構成したように、遮水壁7は一箇所または二箇所でもよく、水みちの遮断効果を大きくするために三箇所以上の遮水壁7を設けてもよい。
また、連続溝10は、同等の大きさの断面であれば溝断面及び円形断面に限定されることはない。
なお、上記の実施の形態では、遮水壁7は止水プラグ6の周部に設けているが、止水プラグ6を設けず、遮水壁7を立坑4内部まで構築し一体化した円錐状を形成する遮水壁7としてもよい。
As mentioned above, although 1st and 2nd embodiment of the construction method of the impermeable wall concerning this invention was described, this invention is not limited to said embodiment, In the range which does not deviate from the meaning. It can be changed as appropriate. For example, as configured in the first and second embodiments described above, the water shielding wall 7 may be one or two places, and three or more water shielding walls 7 may be used to increase the water blocking effect. May be provided.
Moreover, the continuous groove | channel 10 will not be limited to a groove | channel cross section and a circular cross section, if it is a cross section of an equivalent magnitude | size.
In the above embodiment, the water blocking wall 7 is provided in the peripheral portion of the water blocking plug 6, but the water blocking plug 6 is not provided, and the water blocking wall 7 is constructed up to the inside of the shaft 4 and integrated. It is good also as the impermeable wall 7 which forms a shape.

本発明の第一の実施の形態に係る遮水壁を備えた立坑を示す全体図である。It is a general view which shows the shaft provided with the impermeable wall which concerns on 1st embodiment of this invention. 図1に示す遮水壁部分の拡大図である。It is an enlarged view of the impermeable wall part shown in FIG. 図2に示す遮水壁を上から見た概略説明図である。It is the schematic explanatory drawing which looked at the impermeable wall shown in FIG. 2 from the top. 図3に示す遮水壁のA−A線断面図である。It is the sectional view on the AA line of the impermeable wall shown in FIG. 図3に示す遮水壁に関するものであって、硬岩でスロットドリルを使用して形成されたA−A線断面図である。FIG. 4 is a cross-sectional view taken along line AA, which is related to the water-impervious wall shown in FIG. 3 and is formed of hard rock using a slot drill. 第一の実施の形態に係る止水プラグと遮水壁の内部構造を示す側断面図である。It is a sectional side view which shows the internal structure of the water stop plug and water-impervious wall which concern on 1st embodiment. 第二の実施の形態に係る止水プラグと遮水壁の施工手順図である。It is a construction procedure figure of a water stop plug and a impermeable wall concerning a 2nd embodiment.

符号の説明Explanation of symbols

立坑
5 掘削損傷領域
6 止水プラグ
7 遮水壁
8 プラグ設置領域
9 埋め戻し材
10 連続溝
10a 接合領域
10b 充填領域
11 ベントナイトスラリー(止水材)
12 挿入部材
13 止水プラグ
14 接合領域
4 shafts 5 excavation damage area 6 water stop plug 7 water blocking wall 8 plug installation area 9 backfill material 10 continuous groove 10a joint area 10b filling area 11 bentonite slurry (water stop material)
12 Insertion member 13 Water stop plug 14 Joining region

Claims (2)

立坑に構築される遮水壁において、前記立坑内部から下方に向かうにしたがって漸次立坑から離れるようにして前記立坑の外側全周にわたって所定領域に掘削形成された連続溝に止水材が充填されていることを特徴とする遮水壁。 In water-impervious wall built on the vertical shaft, said water stopping material progressively into a continuous groove that is drilled formed in a predetermined region over the entire outer periphery of said vertical shaft and away from the pit in accordance with the vertical shaft from the inside downward is filled A water shielding wall characterized by 前記立坑内部に止水プラグが設けられ、その外周に密着接合して前記遮水壁が設けられていることを特徴とする請求項1に記載の遮水壁。 The water blocking wall according to claim 1, wherein a water blocking plug is provided inside the shaft, and the water blocking wall is provided in close contact with an outer periphery thereof .
JP2004262360A 2004-09-09 2004-09-09 Impermeable wall Expired - Fee Related JP4461428B2 (en)

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