JP2001173363A - Earth retaining wall of shaft in starting section or arrival section in tunnel excavation method and its installation method - Google Patents
Earth retaining wall of shaft in starting section or arrival section in tunnel excavation method and its installation methodInfo
- Publication number
- JP2001173363A JP2001173363A JP36373199A JP36373199A JP2001173363A JP 2001173363 A JP2001173363 A JP 2001173363A JP 36373199 A JP36373199 A JP 36373199A JP 36373199 A JP36373199 A JP 36373199A JP 2001173363 A JP2001173363 A JP 2001173363A
- Authority
- JP
- Japan
- Prior art keywords
- reinforced plastic
- plastic composite
- shaft
- mortar
- retaining wall
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】この発明は、トンネル掘削工
法における発進部又は到達部の立坑において、少なくと
も掘進機が通過する立坑の壁体及びこの壁体の設置工法
に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a shaft of a shaft through which at least an excavator passes, and a method of installing the wall in a shaft at a starting portion or a reaching portion in a tunnel excavation method.
【０００２】[0002]
【従来の技術】トンネル掘削工法における掘進機の発進
時には、人力により坑口の立坑の土止め壁の取り壊しを
行っているが、このとき切羽が完全に解放されるため、
当該土止め壁の取壊し箇所から地山が崩壊するおそれが
ある。そこで図７に示すごとく、掘進機イが通過する立
坑ロの土止め壁ハの内側の地盤ニに薬液を注入したり、
地山を凍結させたりして地盤改良を行っている。これは
掘進機の到達側の立坑でも同様である。この発進部立坑
および到達部立坑の土止め壁側面の地盤改良は、改良地
盤の材料や作業コストが高いうえ、この工事のため交通
規制による作業時間の制約があり、工期が長くなること
から、結果として工事費が増大している。そこで、これ
らの地盤改良を行うことなく、上記土止め壁付近の地山
の崩壊を防ぐため、立坑の土止め壁坑口部に、鉄筋の代
わりに、炭素繊維を配したプレキャストのコンクリート
部材をセットしたり、又硬質発砲ウレタン樹脂をガラス
繊維で強化した、新素材をセットし、これを掘進機によ
り直接切削して発進する工法が開発された。2. Description of the Related Art At the start of an excavator in a tunnel excavation method, the retaining wall of a shaft of a wellhead is demolished manually, but at this time, the face is completely released.
There is a risk that the ground will collapse from the demolition point of the retaining wall. Therefore, as shown in FIG. 7, a chemical solution is injected into the ground 2 inside the retaining wall c of the shaft 2 through which the excavator B passes.
The ground improvement is performed by freezing the ground. The same is true for the shaft on the reaching side of the excavator. The ground improvement on the side walls of the retaining wall of the starting shaft and the reaching shaft requires high materials and work costs for the improved ground, and because of this work, the work time is restricted by traffic regulations and the construction period becomes longer. As a result, construction costs are increasing. Therefore, in order to prevent the collapse of the ground near the above-mentioned retaining wall without performing these ground improvements, a precast concrete member in which carbon fibers are arranged instead of reinforcing steel is set at the entrance of the retaining wall of the shaft. A new method was developed in which a new material reinforced with hard foamed urethane resin reinforced with glass fiber was set, and this was cut directly by a digging machine to start.
【０００３】[0003]
【発明が解決しようとする課題】しかしながら、これら
の炭素繊維を配したプレキャストのコンクリート部材や
硬質発砲ウレタン樹脂をガラス繊維で強化した新素材の
コストが高いため、土被りが小さく、小口径のトンネル
の場合には割高となっている。However, due to the high cost of precast concrete members provided with these carbon fibers and a new material in which hard foamed urethane resin is reinforced with glass fibers, a small earth covering and a small-diameter tunnel are required. In the case of, it is expensive.
【０００４】この発明は、上記の問題点に鑑みて為され
たもので、地盤改良を行わず、しかも廃物利用もできる
低コストの素材を用いた土止め壁及びその設置工法を提
供し、上記課題を解決しようとするものである。[0004] The present invention has been made in view of the above problems, and provides a soil retaining wall using a low-cost material that can be used for waste without improving the ground, and a method for installing the same. It is to solve the problem.
【０００５】[0005]
【課題を解決するための手段】そこで、この発明は立坑
の、掘進機が通過する土止め壁の箇所に、送配電用ケー
ブルを収容する保護管として用いられている強化プラス
チック複合管を組み込むことにより、掘進機により土止
め壁を直接切削し、推進機の立坑の発進又は到達を行う
ものである。従って人力による坑口部土止め壁の取り壊
しが要らなくなることから、地盤改良による工費や工期
を大幅に削減することができる。これを以下具体的に説
明する。まず請求項１項の発明は、トンネル掘削工法に
おける発進部又は到達部の立坑において、少なくとも掘
進機が通過する立坑の壁体箇所に並べて建て込んだ複数
の強化プラスチック複合管の内周及び外周のうちの少な
くとも外周にモルタルをモールドして、これらの各強化
プラスチック複合管を一体に接続して構成した、土止め
壁とした。SUMMARY OF THE INVENTION Accordingly, the present invention incorporates a reinforced plastic composite pipe used as a protective pipe for accommodating a power transmission / distribution cable in a shaft, at a location of a retaining wall through which an excavator passes. In this method, the earth retaining wall is directly cut by the excavator to start or reach the shaft of the propulsion machine. Therefore, since it is not necessary to manually tear down the entrance wall, the construction cost and construction period due to ground improvement can be significantly reduced. This will be specifically described below. First, the invention according to claim 1 is that the inner and outer peripheries of a plurality of reinforced plastic composite pipes built and arranged at least at the wall portion of the shaft where the excavator passes in the starting portion or the reaching portion in the tunnel excavation method. A mortar was molded at least on the outer periphery of the reinforced plastic composite tube to form an earth retaining wall formed by integrally connecting these reinforced plastic composite tubes.
【０００６】また請求項２項の発明は、上記請求項１項
記載の土止め壁において、上記強化プラスチック複合管
が、樹脂コンクリート層の内周および外周にガラス繊維
による強化プラスチック層を形成して成るものとした。
また請求項３項の発明は、上記請求項１項記載の土止め
壁において、上記強化プラスチック複合管が、送配電用
ケーブルを収容する保護管として既に使用した廃材を用
いることもできることとした。According to a second aspect of the present invention, in the barrier wall according to the first aspect, the reinforced plastic composite pipe has a reinforced plastic layer made of glass fiber formed on an inner periphery and an outer periphery of a resin concrete layer. It was made.
According to a third aspect of the present invention, in the earth retaining wall according to the first aspect, the reinforced plastic composite pipe can use waste material already used as a protective pipe for housing a power transmission and distribution cable.
【０００７】さらに請求項４項の発明は、立坑の、掘進
機が通過する壁体を設ける箇所の、地表面からベントナ
イト泥水液を圧送しながら所定の深さまで削孔し、当該
削孔の内周径よりやや小さな外周径を有する強化プラス
チック複合管を当該削孔内に建て込み、この強化プラス
チック複合管の内周及び外周のうちの少なくとも外周に
モルタルを圧送し、上記泥水液と入替えて当該削孔内に
モルタルを充填し、このモルタルが硬化した後、上記壁
体となる箇所の地表面に沿って順次上記と同様に削孔を
穿ってこの中に強化プラスチック複合管を建て込み、モ
ルタルを充填して、当該モルタルにより、複数の強化プ
ラスチック複合管を一体化して壁体を形成し、その後当
該壁体を一側面に位置させた立坑を地表面から穿設す
る、トンネル掘削工法における発進部又は到達部立坑の
土止め壁設置工法とした。Further, according to the present invention, a hole is drilled to a predetermined depth while pumping bentonite muddy water from the ground surface at a location where a wall through which the excavator passes is provided. A reinforced plastic composite pipe having an outer diameter slightly smaller than the outer diameter is built in the drilled hole, mortar is pumped to at least the outer circumference of the inner circumference and the outer circumference of the reinforced plastic composite pipe, and the mortar is replaced with the muddy water. After the mortar is filled in the drilled hole and the mortar is hardened, the drilled hole is sequentially drilled in the same manner as described above along the ground surface of the above-mentioned wall, and a reinforced plastic composite pipe is built therein, and the mortar is formed. A plurality of reinforced plastic composite pipes are integrated with the mortar to form a wall, and then a shaft excavating the wall on one side from the ground surface. It was the facing wall installation method of the starting portion or the arrival unit pit in.
【０００８】[0008]
【実施の形態】以下この発明の実施の形態例を図に基づ
いて説明する。図１はこの発明の概要を示し、立坑１
の、推進機２が通過する土止め壁３を、間隔を開けて並
べた複数の強化プラスチック複合管の外周にモルタルを
モールドして、これらの各強化プラスチック複合管を一
体に接続して構成したものである。この強化プラスチッ
ク複合管４は、図２に示す如く、ポリエステル樹脂コン
クリート層４ａの内周および外周にガラス繊維による強
化プラスチック層４ｂを形成して成るもので、送配電用
ケーブルを収容する保護管として製造、使用されてい
る。この送配電用ケーブルを収容する保護管は、管路の
変更や取替え等により使用後に廃材となるが、この保護
管として使用済みの強化プラスチック複合管４を用いて
も良い。Embodiments of the present invention will be described below with reference to the drawings. FIG. 1 shows an outline of the present invention, and a shaft 1
The mortar is molded around the outer periphery of a plurality of reinforced plastic composite pipes arranged at a distance, and the reinforced plastic composite pipes are integrally connected to the retaining wall 3 through which the propulsion device 2 passes. Things. As shown in FIG. 2, the reinforced plastic composite pipe 4 is formed by forming a reinforced plastic layer 4b made of glass fiber on the inner and outer circumferences of a polyester resin concrete layer 4a, and serves as a protective pipe for accommodating power transmission and distribution cables. Manufactured and used. The protection tube for accommodating the power transmission / distribution cable becomes a waste material after being used due to a change or replacement of a conduit, but a used reinforced plastic composite tube 4 may be used as the protection tube.
【０００９】次にこの土止め壁３の施工を、図３及び図
４に基づいて説明する。まず、立坑１の、掘進機２が通
過する土止め壁３を設ける箇所の、地表面からボーリン
グマシンにより所定の深さまで削孔する。その際、削孔
による付近の地山の崩壊を防ぐため、ベントナイト泥水
液を削孔ポンプ（図示省略）により圧送しながら削孔す
る。またこの削孔５は、挿入する強化プラスチック複合
管４の外周径よりやや大きい内周径を有するようにす
る。この削孔完了後、上記強化プラスチック複合管４を
トラッククレーン（図示省略）にて当該削孔５内に建て
込む。Next, the construction of the retaining wall 3 will be described with reference to FIGS. First, a hole is drilled from a ground surface of a shaft 1 to a predetermined depth by using a boring machine at a location where an earth retaining wall 3 through which an excavator 2 passes is provided. At this time, in order to prevent collapse of the nearby ground due to the drilling, the drilling is performed while pumping the bentonite muddy fluid by a drilling pump (not shown). The bore 5 has an inner diameter slightly larger than the outer diameter of the reinforced plastic composite pipe 4 to be inserted. After the drilling is completed, the reinforced plastic composite pipe 4 is built into the drilling 5 by a truck crane (not shown).
【００１０】そして所定の配合にて調合されたモルタル
６をモルタルポンプ（図示省略）により圧送し、注入パ
イプ（図示省略）を通じて上記削孔５内の強化プラスチ
ック複合管４の内周及び外周に注入する。これにより上
記泥水液と入替えて当該削孔５内にモルタル６を充填
し、このモルタル６が硬化した後、上記壁体となる箇所
の地表面に沿って間隔を開けた箇所に順次上記と同様に
複数の削孔５を穿ってこの中に強化プラスチック複合管
４を建て込み、モルタル６を充填する。そしてこのよう
に上記強化プラスチック複合管４を建て込んだ削孔５の
間に、さらに削孔５を設けて、強化プラスチック複合管
４を建て込み、モルタルを充填する。また、これらの両
側端部に設けた削孔５内にはＨ型鋼７を建て込み、モル
タル６を充填する。この様にして上記モルタル６によ
り、複数の強化プラスチック複合管４及び両側端部のＨ
型鋼７を一体化して壁体を形成する。Then, the mortar 6 prepared according to a predetermined composition is pumped by a mortar pump (not shown) and injected into the inner and outer circumferences of the reinforced plastic composite pipe 4 in the drilled hole 5 through an injection pipe (not shown). I do. As a result, the mortar 6 is filled in the drilled hole 5 in place of the muddy water, and after the mortar 6 has hardened, the mortar 6 is sequentially placed in the places which are spaced along the ground surface of the place to become the wall body in the same manner as described above. The reinforced plastic composite pipe 4 is erected therein and a mortar 6 is filled therein. Then, the drilled holes 5 are further provided between the drilled holes 5 in which the reinforced plastic composite pipes 4 are built, and the reinforced plastic composite pipes 4 are built and filled with mortar. Further, an H-shaped steel 7 is erected in the drilled holes 5 provided on both side ends thereof, and mortar 6 is filled. In this manner, the mortar 6 allows a plurality of reinforced plastic composite tubes 4 and H at both ends.
The mold steel 7 is integrated to form a wall.
【００１１】その後、当該土止め壁３が、掘進機２が通
過する壁体となるように、土止め壁３の内側を掘削して
上記立坑１を穿設する。そして当該立坑１内に掘進機２
を搬入し、掘進機２を推進させて、設置した上記土止め
壁３の強化プラスチック複合管４及びモルタル６部分を
切削し、土中に推進させるものである。その際、図４に
示すごとく、複数の強化プラスチック複合管４及びモル
タル６から成る部分を掘進機２の外径幅より十分大きく
とるように構成している。Thereafter, the shaft 1 is bored by digging the inside of the retaining wall 3 so that the retaining wall 3 becomes a wall through which the excavator 2 passes. And a machine 2 in the shaft 1
, The excavator 2 is propelled, and the reinforced plastic composite pipe 4 and the mortar 6 portion of the installed retaining wall 3 are cut and propelled into the soil. At this time, as shown in FIG. 4, the portion composed of the plurality of reinforced plastic composite pipes 4 and the mortar 6 is configured to be sufficiently larger than the outer diameter width of the excavator 2.
【００１２】上記強化プラスチック複合管４は、掘進機
２により切削可能であると同時に、土圧に対して十分耐
えるものでなければならない。この強化プラスチック複
合管４の曲げ強度を知るため、曲げ試験を行った。この
曲げ試験は、図５に示す如く、スパン１ｍでＶ形支持台
２個の上に供試管を置き、管の中央部に荷重Ｐをかけ、
当該供試管が破壊するときの荷重を曲げ荷重とする。図
６はこの強化プラスチック複合管とその他の各種管の曲
げ試験結果を示すグラフ図である。このグラフ図からも
分かる様にこの強化プラスチック複合管４は鋼管に近い
強度を有する。The reinforced plastic composite pipe 4 must be cuttable by the excavator 2 and sufficiently withstand the earth pressure. In order to know the bending strength of the reinforced plastic composite pipe 4, a bending test was performed. In this bending test, as shown in FIG. 5, a test tube was placed on two V-shaped supports with a span of 1 m, and a load P was applied to the center of the tube.
The load at which the test tube breaks is defined as the bending load. FIG. 6 is a graph showing the bending test results of this reinforced plastic composite pipe and other various pipes. As can be seen from this graph, the reinforced plastic composite pipe 4 has a strength close to that of a steel pipe.
【００１３】表１は当該強化プラスチック複合管の強度
及び応力値を示すものである。Table 1 shows the strength and stress values of the reinforced plastic composite pipe.
【００１４】[0014]
【表１】 [Table 1]
【００１５】なお抗曲強度の応力値は次式により算出さ
れる。 ＰＬ：抗曲試験荷重 （ｋｇ）、Ｒ ：管厚中心半径 （ｃｍ） ｔ ：管厚 （ｃｍ）、ｄ2、ｄ1：それぞれ管外径、管内径（ｃｍ） Ｌ ：スパン （ｃｍ）The stress value of the bending strength is calculated by the following equation. PL: bending test load (kg), R: center radius of tube thickness (cm) t: tube thickness (cm), d 2 , d 1 : tube outer diameter, tube inner diameter (cm) L: span (cm)
【００１６】[0016]
【式１】 (Equation 1)
【００１７】この様に、上記強化プラスチック複合管４
はもともと強度が高く、地中の土圧に耐えることができ
るものであり、この発明では、さらに、この強化プラス
チック複合管４の内周及び外周のうちの少なくとも外周
にモルタル層を設けているため、強度はより高いものと
なる。またこの強化プラスチック複合管４の内周及び外
周にモルタルを充填した場合は、より強度が高いことは
勿論である。As described above, the reinforced plastic composite pipe 4
The reinforced plastic composite pipe 4 is provided with a mortar layer at least on the inner and outer peripheries of the reinforced plastic composite pipe 4 because the mortar layer is originally high in strength and can withstand the earth pressure in the ground. , The strength will be higher. When the inner and outer peripheries of the reinforced plastic composite tube 4 are filled with mortar, it is needless to say that the strength is higher.
【００１８】なお、上記実施の形態例では、掘進機の発
進部の立坑について説明したが、到達部の立坑において
も同様な土止め壁３を設けるものである。また、上記強
化プラスチック複合管の内周及び外周にモルタル層を設
けたが、これは外周にのみ設けても良い。また、上記実
施の形態例では、強化プラスチック複合管４としてガラ
ス繊維によるものを使用したが、上記表１と同様な強度
や応力値を示す強化プラスチック複合管であれば、ガラ
ス繊維によるものに限定されないことは言うまでもな
い。In the above embodiment, the vertical shaft at the starting portion of the excavator has been described. However, the same earth retaining wall 3 is provided at the vertical shaft at the reaching portion. Although the mortar layer is provided on the inner and outer circumferences of the reinforced plastic composite pipe, it may be provided only on the outer circumference. Further, in the above-described embodiment, a glass fiber is used as the reinforced plastic composite tube 4. However, any reinforced plastic composite tube having the same strength and stress value as those in Table 1 is limited to the glass fiber. Needless to say, it will not be done.
【００１９】[0019]
【発明の効果】請求項１項、２項及び３項の発明におい
ては、土留め壁を掘進機により直接切削することができ
るため、従来の如く、立坑の土止め壁の内側の地盤改良
を行わなくて済み、工期の短縮やコストの低減ができ
る。また掘進機により直接切削することができる、新素
材を用いた土止め壁は、上述の如く、既存のものがある
が、これらの既存のものに比べ、この発明に使う強化プ
ラスッチク複合管が、送配電用ケーブルを収容する保護
管として既に製造、使用しているものを用いるため、土
止め壁全体のコストも安価である。しかもこの保護管と
して一度使用した廃材を、再利用することができるた
め、これらの廃材を使用すれば、よりコストがかから
ず、環境汚染の阻止にもつながるものである。According to the first, second and third aspects of the present invention, the earth retaining wall can be directly cut by the excavator, so that the ground inside the earth retaining wall of the shaft can be improved as in the prior art. It does not need to be performed, and the construction period can be shortened and the cost can be reduced. In addition, as described above, there are existing retaining walls using a new material that can be directly cut by an excavator, but compared to these existing ones, the reinforced plastic composite pipe used in the present invention is: Since the protection tube for accommodating the power transmission / distribution cable is already manufactured and used, the cost of the entire retaining wall is low. Moreover, since the waste material once used as the protective tube can be reused, the use of such waste material is less costly and leads to prevention of environmental pollution.
【００２０】請求項４項の発明においては、立坑の、掘
進機が通過する壁体を設ける箇所の、地表面から削孔す
る際には、形成する削孔にベントナイト泥水液を圧送し
ながら行い、またモルタルを当該削孔内に注入する際
も、ベントナイト泥水に置き換えながら注入するため、
これらの削孔による付近の地山の崩壊を防ぎ、安全かつ
効率良く、土止め壁の設置作業ができる。According to the invention of claim 4, drilling from the ground surface at a place where a wall through which the excavator passes is performed in the shaft, while pumping bentonite muddy fluid into the drilled hole to be formed. Also, when injecting the mortar into the drilling, to replace the bentonite mud while injecting,
Prevention of the collapse of the nearby ground due to these drilling holes enables safe and efficient installation of the retaining wall.
【図１】この発明の実施の形態例における立坑の土止め
壁を示す概略構成図である。FIG. 1 is a schematic configuration diagram showing an earth retaining wall of a shaft in an embodiment of the present invention.
【図２】この発明の実施の形態例における強化プラスチ
ック複合管の断面図である。FIG. 2 is a cross-sectional view of a reinforced plastic composite pipe according to an embodiment of the present invention.
【図３】この発明の実施の形態例における地表面の土止
め壁の平面図である。FIG. 3 is a plan view of a retaining wall on the ground surface in the embodiment of the present invention.
【図４】この発明の実施の形態例における地中の土止め
壁の概略正面図である。FIG. 4 is a schematic front view of an underground retaining wall according to the embodiment of the present invention.
【図５】管の曲げ試験の方式を示す概略構成図である。FIG. 5 is a schematic configuration diagram showing a method of a pipe bending test.
【図６】この発明の実施の形態例における強化プラスチ
ック複合管と他の各種管の曲げ試験結果を示すグラフ図
である。FIG. 6 is a graph showing bending test results of a reinforced plastic composite pipe and other various pipes according to the embodiment of the present invention.
【図７】従来例の立坑の土止め壁及び地盤改良部を示す
概略構成図である。FIG. 7 is a schematic configuration diagram showing a retaining wall and a ground improvement portion of a conventional shaft.
１ 立坑 ２ 掘進機 ３ 土止め壁 ４ 強化プラ
スチック複合管 ５ 削孔 ６ モルタル ７ Ｈ型鋼DESCRIPTION OF SYMBOLS 1 Vertical shaft 2 Drilling machine 3 Retaining wall 4 Reinforced plastic composite pipe 5 Drilling hole 6 Mortar 7 H-shaped steel
───────────────────────────────────────────────────── フロントページの続き (72)発明者 秋葉 芳明 東京都千代田区内幸町１丁目１番３号 東 京電力株式会社内 (72)発明者 山崎 剛 東京都千代田区内幸町１丁目１番３号 東 京電力株式会社内 (72)発明者 市野 義治 東京都港区芝浦４丁目８番33号 株式会社 関電工内 (72)発明者 井口 昌之 東京都港区芝浦４丁目８番33号 株式会社 関電工内 Ｆターム(参考） 2D054 AC02 EA07 ──────────────────────────────────────────────────続 き Continuing on the front page (72) Inventor Yoshiaki Akiha 1-3-1 Uchisaiwaicho, Chiyoda-ku, Tokyo Tokyo Electric Power Company (72) Inventor Tsuyoshi Yamazaki 1-3-1 Uchisaiwaicho, Chiyoda-ku, Tokyo East Inside Keio Electric Power Company (72) Inventor Yoshiharu Ichino 4-83-3 Shibaura, Minato-ku, Tokyo Inside Kandenko Co., Ltd. (72) Inventor Masayuki Iguchi 4-83-33 Shibaura, Minato-ku, Tokyo Kandenko Co., Ltd. F-term (reference) 2D054 AC02 EA07
Claims (4)
達部の立坑において、少なくとも掘進機が通過する立坑
の壁体箇所に並べて建て込んだ複数の強化プラスチック
複合管の内周及び外周のうちの少なくとも外周にモルタ
ルをモールドして、これらの各強化プラスチック複合管
を一体に接続して構成したことを特徴とする、土止め
壁。At least the outer periphery of the inner and outer peripheries of a plurality of reinforced plastic composite pipes that are erected at least at the wall of the shaft through which the excavator passes, in the shaft of the starting portion or the reaching portion in the tunnel excavation method. The mortar is molded into a mortar, and these reinforced plastic composite pipes are integrally connected to each other.
ンクリート層の内周および外周にガラス繊維による強化
プラスチック層を形成して成ることを特徴とする、上記
請求項１項記載の土止め壁。2. The retaining wall according to claim 1, wherein the reinforced plastic composite pipe is formed by forming a reinforced plastic layer made of glass fiber on an inner periphery and an outer periphery of a resin concrete layer.
用ケーブルを収容する保護管として既に使用した廃材を
用いることもできることを特徴とする、上記請求項１項
記載の土止め壁。3. The retaining wall according to claim 1, wherein the reinforced plastic composite pipe can use a waste material already used as a protective pipe for accommodating a power transmission and distribution cable.
箇所の、地表面からベントナイト泥水液を圧送しながら
所定の深さまで削孔し、当該削孔の内周径よりやや小さ
な外周径を有する強化プラスチック複合管を当該削孔内
に建て込み、この強化プラスチック複合管の内周及び外
周のうちの少なくとも外周にモルタルを圧送し、上記泥
水液と入替えて当該削孔内にモルタルを充填し、このモ
ルタルが硬化した後、上記壁体となる箇所の地表面に沿
って順次上記と同様に削孔を穿ってこの中に強化プラス
チック複合管を建て込み、モルタルを充填して、当該モ
ルタルにより、複数の強化プラスチック複合管を一体化
して壁体を形成し、その後当該壁体を一側面に位置させ
た立坑を地表面から穿設することを特徴とする、トンネ
ル掘削工法における発進部又は到達部立坑の土止め壁設
置工法。4. A hole is drilled to a predetermined depth while pumping bentonite muddy liquid from the ground surface at a place where a wall body through which a machine passes is provided in a shaft, and an outer diameter slightly smaller than an inner diameter of the hole. The reinforced plastic composite pipe having the above is erected in the drilled hole, mortar is pumped to at least the outer circumference of the inner circumference and the outer circumference of the reinforced plastic composite pipe, and the mortar is filled in the drilled hole in place of the muddy liquid. Then, after the mortar has hardened, drill holes in the same manner as described above sequentially along the ground surface of the location to be the wall, and reinforced plastic composite pipes are built therein, and the mortar is filled with the mortar. According to the tunnel excavation method, a plurality of reinforced plastic composite pipes are integrated to form a wall, and then a shaft with the wall located on one side is formed from the ground surface. Construction method of retaining wall of starting shaft or reaching shaft.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP36373199A JP2001173363A (en) | 1999-12-22 | 1999-12-22 | Earth retaining wall of shaft in starting section or arrival section in tunnel excavation method and its installation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP36373199A JP2001173363A (en) | 1999-12-22 | 1999-12-22 | Earth retaining wall of shaft in starting section or arrival section in tunnel excavation method and its installation method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2001173363A true JP2001173363A (en) | 2001-06-26 |
Family
ID=18480052
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP36373199A Pending JP2001173363A (en) | 1999-12-22 | 1999-12-22 | Earth retaining wall of shaft in starting section or arrival section in tunnel excavation method and its installation method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2001173363A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101023488B1 (en) | 2008-08-05 | 2011-03-21 | (주)컴퍼지트솔루션코리아 | Construction method for land-side protection wall using composite shell |
| CN104594909A (en) * | 2014-12-19 | 2015-05-06 | 中建六局土木工程有限公司 | Installation construction method for back device of super-long pipe curtain |
-
1999
- 1999-12-22 JP JP36373199A patent/JP2001173363A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101023488B1 (en) | 2008-08-05 | 2011-03-21 | (주)컴퍼지트솔루션코리아 | Construction method for land-side protection wall using composite shell |
| CN104594909A (en) * | 2014-12-19 | 2015-05-06 | 中建六局土木工程有限公司 | Installation construction method for back device of super-long pipe curtain |
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