JP2007247394A - Pipe laying method in subaqueous ground - Google Patents

Pipe laying method in subaqueous ground Download PDF

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JP2007247394A
JP2007247394A JP2007119075A JP2007119075A JP2007247394A JP 2007247394 A JP2007247394 A JP 2007247394A JP 2007119075 A JP2007119075 A JP 2007119075A JP 2007119075 A JP2007119075 A JP 2007119075A JP 2007247394 A JP2007247394 A JP 2007247394A
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pipe
tip device
excavation
ground
water
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Shoichi Nakamoto
昭一 中本
Ryuichi Takemoto
隆一 竹本
Takuya Sano
卓哉 佐野
Shinichi Kubota
慎一 久保田
Satoshi Kawaguchi
智 川口
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TOKYO KYUEI KK
Tokyo Kyuei Co Ltd
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TOKYO KYUEI KK
Tokyo Kyuei Co Ltd
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a pipe laying method in a subaqueous ground preventing inundation to an excavating tip device without forming a dry area in a construction terminal side and directly recovering the excavating tip device from water. <P>SOLUTION: This pipe laying method lays a pipe in the subaqueous ground 2 by penetrating through the subaqueous ground 2 from the dry area 1 formed on the ground or in water into the water. After the subaqueous ground 2 is sequentially excavated and driven from the side of the dry area 1 to a planned laying terminal position 5 set within the subaqueous ground 2 of sandy soil while connecting a unit pipe 4 to the excavating tip device 3, the rear opening of the excavating tip device 3 is closed, the sandy soil is dug up and exposed in the water while the excavating tip device 3 is supported on the sandy soil, and the excavating tip device 3 is separated from the first unit pipe 4', thus laying the pipe in the subaqueous ground. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

本発明は、水底地盤内への管敷設方法に関するものである。   The present invention relates to a method for laying pipes in water bottom ground.

海底に取水、放水用配管を設置する際の従来例を図9に示す。この従来例において、陸上、および取水、放水用配管の先端には、予め海水の侵入が防止されたドライエリア1、1’が形成される。施工開始端側ドライエリア1には、管連結装置等の掘削設備が設置され、敷設作業は、岩盤等の掘削部を備えた掘削先端装置3に順次単位配管4を連結しながら海底地盤2を掘り進めることにより行われる。掘削時に発生する泥等は、掘削先端装置3に連結される送排泥管を経由して施工開始端側ドライエリア1に送出され、適宜手段で陸上に撤去される。   FIG. 9 shows a conventional example of installing water intake and discharge pipes on the seabed. In this conventional example, dry areas 1 and 1 ′ in which seawater has been prevented from entering in advance are formed at the front ends of the land and intake and discharge pipes. Excavation equipment such as a pipe connection device is installed in the construction start end side dry area 1, and the laying work is performed by connecting the submarine ground 2 while sequentially connecting the unit pipes 4 to the excavation tip device 3 having an excavation part such as a rock. This is done by digging. Mud or the like generated during excavation is sent to the construction start end side dry area 1 via a feed / drain mud pipe connected to the excavation tip device 3, and is removed to land by appropriate means.

以上のようにして掘り進めて掘削先端装置3が施工終端側ドライエリア1’に達した後、掘削先端装置3の分離、および送排泥管、あるいは管連結装置等の掘削設備を撤去し、次いで、施工終端側ドライエリア1’の閉鎖を解除して配管先端を海水中に露出させる。   After digging as described above and the excavation tip device 3 reaches the construction end side dry area 1 ′, the excavation equipment such as the separation of the excavation tip device 3 and the feeding / discharging mud pipe or the pipe connecting device is removed, Next, the construction termination side dry area 1 ′ is closed, and the pipe tip is exposed in seawater.

しかし、上述した従来例においては、海底から水中に直接施工終端を露出させることによる掘削先端装置内への海水の流入を防止するために、施工終端側に予めドライエリアを形成する必要があり、施工に大規模な工事を要するという欠点がある。とりわけ、施工終端が沖合に配置される場合には、比較的水深の深い海底上に防水構造体を構築する必要があるために、施工工事が困難になる。   However, in the above-described conventional example, in order to prevent the inflow of seawater into the excavation tip device by exposing the construction end directly from the seabed into the water, it is necessary to form a dry area in advance on the construction end side, There is a drawback that large-scale construction is required for construction. In particular, when the construction end is disposed offshore, the construction work becomes difficult because it is necessary to construct a waterproof structure on the seabed having a relatively deep water depth.

また、長期間を要する防水構造体の海域における構築は、長期に渡って海上に障害物を形成することにもなり、海上交通の阻害等の二次的問題を引き起こす要因ともなる。   In addition, the construction of waterproof structures that require a long period of time in the sea area also forms obstacles on the sea for a long period of time, and causes secondary problems such as obstruction of maritime traffic.

本発明は、以上の欠点を解消すべくなされたものであって、施工終端側にドライエリアを形成することなく掘削先端装置内への浸水を防止して、掘削先端装置を水中から直接回収することのできる水底地盤内への管敷設方法の提供を目的とする。   The present invention has been made to eliminate the above-mentioned drawbacks, and prevents water from entering the drilling tip device without forming a dry area on the construction end side, and recovers the drilling tip device directly from the water. The purpose is to provide a method for laying pipes in the bottom of the water.

本発明によれば上記目的は、
陸上、あるいは水中に形成されるドライエリア1から水底地盤2を貫通して水中に至る管を敷設する水底地盤2内への管敷設方法であって、
掘削先端装置3に単位配管4を連結しながら順次ドライエリア1側から砂質土砂の水底地盤2内に設定される敷設終端予定位置5まで掘削進行し、
次いで、掘削先端装置3の後方開口を閉塞するとともに、砂質土砂を掘り起こして、掘削先端装置3を砂質土砂に支承させたまま水中に露出させ、
この後、掘削先端装置3を第一単位配管4’から分離する水底地盤内への管敷設方法を提供することにより達成される。
According to the present invention, the object is
A method of laying a pipe into the underwater ground 2 that lays a pipe extending from the dry area 1 formed on the ground or underwater through the underwater ground 2 to the water,
While connecting the unit pipe 4 to the excavation tip device 3, the excavation progresses sequentially from the dry area 1 side to the planned laying end position 5 set in the sandy soil bottom 2;
Next, the rear opening of the excavation tip device 3 is closed, the sandy earth is dug up, and the excavation tip device 3 is exposed to the water while being supported by the sandy soil.
Thereafter, this is achieved by providing a pipe laying method in the water bottom ground for separating the excavation tip device 3 from the first unit pipe 4 '.

水底地盤2を貫通して取水、放水先端を水中に配置させる管の敷設は、施工開始端から施工終端(敷設終端予定位置5)側に単位配管4を連結、延長して行われ、海底地盤等の水底地盤2を掘削するために、最先端の単位配管4(第一単位配管4’)の先端には、地盤の掘削が可能な掘削先端装置3が連結される。配管作業は、上記掘削先端装置3によって水底地盤2を掘削しながら、施工開始端側に配置した管連結装置、あるいは押し出し装置等の掘削設備により新たな単位配管4を施工済みの配管の終端に連結して行われ、掘削設備は水没等を防止するために、ドライエリア1に設置される。   The pipe laying through the underwater ground 2 to place the water intake and discharge tips in the water is performed by connecting and extending the unit pipe 4 from the construction start end to the construction end (laying end planned position 5). In order to excavate the underwater ground 2 such as the above, an excavation tip device 3 capable of excavating the ground is connected to the tip of the most advanced unit pipe 4 (first unit pipe 4 ′). The pipe work is performed by excavating the bottom ground 2 with the excavation tip device 3, and the new unit pipe 4 is made to the end of the pipe that has been installed by excavating equipment such as a pipe connecting device or an extrusion device arranged on the construction start end side. The drilling equipment is installed in the dry area 1 in order to prevent submergence and the like.

掘削設備の設置領域としてのドライエリア1は、配管長を可及的に短くするために、施工終端側の水深とほぼ同一深さまで掘り込んだ穴状に形成されるのが望ましいが、地上に設定することも可能である。   The dry area 1 as the installation area of the excavation equipment is preferably formed in a hole shape that is dug up to almost the same depth as the water depth on the construction end side in order to shorten the pipe length as much as possible. It is also possible to set.

上記配管作業は、掘削作業に支障を来さない程度の適宜のシール手段を掘削先端装置3と第一単位配管4’、および単位配管4同士の連結部分に施しながら掘削先端装置3が敷設終端予定位置5に到達するまで続けられる。敷設終端予定位置5への到達状態において、施工済み配管部分は、ほぼ全体に防水が施された一本の管体となっており、この状態からまず、掘削先端装置3と第一単位配管4’との境界を閉塞する。閉塞作業は、例えば、施工済み配管内に作業員が入り込んで、予め第一単位配管4’内に設置しておき、あるいは作業員が持ち込んだ扉体などの閉塞部材を境界部に固定することにより達成可能であり、さらには、外部からの遠隔操作によることもできる。   In the piping work, the excavation tip device 3 is laid at the end while applying appropriate sealing means to the excavation tip device 3, the first unit pipe 4 ', and the connecting portion between the unit pipes 4 to the extent that the excavation work is not hindered. Continue until the planned position 5 is reached. In the state of reaching the planned laying end position 5, the installed pipe portion is a single tubular body that is almost waterproofed. From this state, first, the excavation tip device 3 and the first unit pipe 4 are provided. Block the border with '. For example, an operator enters the installed pipe and installs in the first unit pipe 4 'in advance, or a closing member such as a door brought by the operator is fixed to the boundary. Can also be achieved by remote control from the outside.

掘削先端装置3後方の閉塞により、掘削先端装置3は、配管から独立して閉塞空間となり、この後、例えばクレーン船等によって水上に引き上げられる。したがって、敷設終端予定位置5に到達した後、まず、掘削先端装置3を閉塞してから、掘削先端装置3を施工済み配管から切り離す本発明において、掘削先端装置3の後方開口自体にシール性能を付与することなく、掘削先端装置3の機械部分への浸水を防止することが可能となるために、施工終端予定位置5を水域とする場合に従来必要であった、施工終端側のドライエリア1’の施工工事が不要となることから、施工費用等を大幅に低減することができる。   Due to the blockage at the rear of the excavation tip device 3, the excavation tip device 3 becomes a closed space independently of the piping, and is then lifted onto the water by, for example, a crane ship. Therefore, after reaching the planned laying end position 5, first, the excavation tip device 3 is closed, and then the excavation tip device 3 is separated from the installed pipe. Since it becomes possible to prevent inundation to the machine part of the excavation tip device 3 without imparting, the dry area 1 on the construction end side, which has been conventionally required when the planned construction end position 5 is used as a water area. Since the construction work of 'is no longer necessary, construction costs can be significantly reduced.

また、掘削先端装置3の閉塞とともに第一単位配管4’の前方開口を閉塞した場合には、施工済み配管部分は、掘削先端装置3から独立して閉塞空間となり、掘削先端装置3の切り離しによる施工済み配管内への浸水、およびこれに伴う掘削先端装置3回収時の水流の乱れを確実に防止することができる。また、施工済み配管によって連通する施工開始端側のドライエリア1が施工終端側の水面下まで掘り込まれて形成されている場合には、水没を防ぐために掘削設備6は施工済み配管が水中に露出する前に撤去する必要があるが、第一単位配管4’を配管閉塞部7により閉塞することで、掘削先端装置3の分離後においてもドライエリア1への浸水を防ぐことができるため、作業工程の自由度を向上させることができる。   Further, when the front opening of the first unit pipe 4 ′ is closed together with the excavation tip device 3, the installed pipe portion becomes a closed space independently from the excavation tip device 3, and the excavation tip device 3 is separated. It is possible to reliably prevent water intrusion into the installed pipe and disturbance of the water flow during recovery of the excavation tip device 3 associated therewith. In addition, when the dry area 1 on the construction start end side that is communicated with the constructed pipe is dug down to the bottom of the construction side water surface, the excavation equipment 6 is configured so that the constructed pipe is submerged in water to prevent submersion. Although it is necessary to remove it before it is exposed, it is possible to prevent inundation into the dry area 1 even after separation of the excavation tip device 3 by closing the first unit pipe 4 ′ with the pipe closing portion 7. The degree of freedom of the work process can be improved.

施工終端への到達時における掘削先端装置3は、水中に直接露出させたり、あるいは、掘削の不要な砂質土砂の水底地盤2内に位置させることが可能であり、敷設終端予定位置5を砂質土砂内に設定した場合には、掘削先端装置3が到達した後、第一単位配管4’から分離する前に、砂質土砂を掘り起こすことで掘削先端装置3が水中に露出される。この場合、掘削先端装置3と単位配管4との連結部への負担を少なくするため、掘削先端装置3の下部に位置する砂質土砂に掘削先端装置3を支承させたまま残余の砂質土砂を掘り起こすことにより、機械部分を有するために重量のある掘削先端装置3を水中への露出前後に渡って、砂質土砂に安定して支承させることができる。なお、この場合においても、前述の単位配管4の閉塞および該閉塞前の掘削先端装置3の回収や掘削設備の撤去の手順を適用することができる。   The excavation tip device 3 at the time of reaching the construction end can be directly exposed to the water, or can be positioned in the sandy bottom 2 of sandy soil that does not require excavation. When set in the sediment, the excavation tip device 3 is exposed to the water by digging up the sandy soil after reaching the excavation tip device 3 and before separating from the first unit pipe 4 '. In this case, in order to reduce the burden on the connecting portion between the excavation tip device 3 and the unit pipe 4, the remaining sandy sand and sand while the excavation tip device 3 is supported on the sandy soil located below the excavation tip device 3. By digging up, it is possible to stably support the heavy excavation tip device 3 on the sandy earth before and after exposure to the water because it has a mechanical part. In this case, the procedure for closing the unit pipe 4 and recovering the excavation tip device 3 and removing the excavation equipment before the closure can also be applied.

また、水底地盤2が岩盤等の掘削を要する地盤である場合には、掘削先端装置3の水中への露出は、水底の地形を利用することによっても可能であるが、施工終端の地盤を予め掘削して予備穴8を形成しておいた場合には、水底地形に影響されることなく、所定位置を施工終端に設定することが可能になる。この場合において、形成した予備穴8を掘削作業を要しない砂質土砂等で埋め戻すことにより、前述同様に砂質土砂に掘削先端装置3を支承させることができるとともに、海流等の影響を受けずに掘削先端装置3を敷設終端予定位置5に到達させることができる。   In addition, when the bottom 2 is a ground that requires excavation, such as rock, the excavation tip device 3 can be exposed to the water by using the topography of the bottom. In the case where the preliminary hole 8 is formed by excavation, it is possible to set the predetermined position as the construction end without being affected by the water bottom topography. In this case, by refilling the formed preliminary hole 8 with sandy earth and sand that does not require excavation work, the excavation tip device 3 can be supported on the sandy earth and sand as described above, and also affected by the ocean current and the like. The excavation tip device 3 can reach the planned laying end position 5 without the need.

掘削先端装置3は、岩盤を掘削可能な掘削部9の反対端に連結部10を配置することで掘削進行に伴って掘削後の空間に単位配管4を配管できるように構成され、単位配管4連結状態において掘削先端装置3と単位配管4の内部とが連通することで、掘削部9で掘削した岩石を施工開始端側のドライエリア1に搬送する輸送手段等を内部を利用して連続して形成することができる。また、適宜のシール手段を備える連結部10によって連結されるため、連結状態において掘削先端装置3および単位配管4の内部への浸水を防ぐことができ、この後、水中における分離前に後方開口を閉塞すれば、分離後の掘削先端装置3内への浸水も防ぐことができる。   The excavation tip device 3 is configured so that the unit pipe 4 can be piped in the space after excavation as the excavation progresses by disposing the connecting part 10 at the opposite end of the excavation part 9 capable of excavating the rock. In the connected state, the excavation tip device 3 and the inside of the unit pipe 4 communicate with each other so that the transportation means for conveying the rock excavated by the excavation unit 9 to the dry area 1 on the construction start end side is continuously used. Can be formed. Moreover, since it connects by the connection part 10 provided with an appropriate sealing means, it can prevent inundation to the inside of the excavation tip apparatus 3 and the unit piping 4 in a connection state, and after this, a rear opening is made before separation in water. If closed, it is possible to prevent water from entering the excavation tip device 3 after separation.

なお、掘削先端装置3は、掘削進行のための機械部分を備えた掘削部9と、連結部10および後方開口の閉塞部12を備える管状体とに分けて構成することも可能であり、この場合において、さらに管状体を分割可能に形成すれば、掘削先端装置3(掘削部9)を管状体の分割によって単位配管4から分離させることが可能となる。   The excavation tip device 3 can be divided into a excavation part 9 provided with a mechanical part for excavation progress, and a tubular body provided with a connecting part 10 and a closing part 12 of a rear opening. In this case, if the tubular body is further formed to be separable, the excavation tip device 3 (excavation unit 9) can be separated from the unit pipe 4 by dividing the tubular body.

以上の説明から明らかなように、本発明によれば、施工終端側にドライエリアを構築することなく配管作業を行うことができるために、施工効率を飛躍的に向上させることができる。   As is clear from the above description, according to the present invention, the piping work can be performed without constructing a dry area on the construction end side, so that the construction efficiency can be dramatically improved.

図1から図6に施工終端側を砂質土砂とする海底地盤2を貫通して海中に取水先端装置を設置する場合に利用された本発明の実施の形態を示す。図1に示すように、まず、陸上15側には適宜深さの立坑(ドライエリア1)が形成され、該立坑1内に管連結装置6b、およびこれに付随する図外の諸設備からなる掘削設備6が設置される。管連結装置6bは、押し出し部を備え、所定長の単位配管4を連結しながら連結済み配管を前方へ押し出すことができる。   FIG. 1 to FIG. 6 show an embodiment of the present invention that is used when a water intake tip device is installed in the sea through the seabed ground 2 having sandy earth on the construction end side. As shown in FIG. 1, a vertical shaft (dry area 1) having an appropriate depth is first formed on the land 15 side, and the vertical shaft 1 is composed of a pipe connecting device 6b and other unillustrated facilities associated therewith. Excavation equipment 6 is installed. The pipe connecting device 6b includes an extruding part, and can push the connected pipe forward while connecting the unit pipes 4 having a predetermined length.

施工に際して、まず、掘削部9に管状スペーサ11が連結されて掘削先端装置3が構成され、該掘削先端装置3には、第一単位配管4’が連結される。管状スペーサ11は一端の連結部10が第一単位配管4’の先端部に、他端の掘削先端装置連結部17が掘削部9の後端部に外嵌して固定されることにより掘削部9と第一単位配管4’とを連結させ、連結部10および掘削先端装置連結部17には、図2(b)に示すように、管状スペーサ11内部への浸水を防止するシール部13が形成される。   At the time of construction, first, the tubular spacer 11 is connected to the excavation part 9 to constitute the excavation tip device 3, and the first unit pipe 4 ′ is connected to the excavation tip device 3. The tubular spacer 11 has a connecting portion 10 at one end fitted to the distal end portion of the first unit pipe 4 ′ and an excavating tip device connecting portion 17 at the other end is fitted and fixed to the rear end portion of the excavating portion 9 to fix the excavated portion. 9 and the first unit pipe 4 'are connected, and the connecting portion 10 and the excavation tip device connecting portion 17 are provided with a seal portion 13 for preventing water from entering the tubular spacer 11, as shown in FIG. 2 (b). It is formed.

図2(a)に示すように、掘削部9は、先端部にローラービット14を備え、該ローラービット14を回転させることにより岩盤を圧砕することができる。圧砕された岩盤は、一旦掘削先端装置3内部に取り込まれた後、図外の破砕機で流体搬送可能な大きさに破砕され、送排泥管6aによって後方、すなわち、単位配管4側に送られた後、上記立坑1から陸上15の処理設備16で固液分離される。   As illustrated in FIG. 2A, the excavation unit 9 includes a roller bit 14 at the tip, and the rock bit 14 can be crushed by rotating the roller bit 14. The crushed bedrock is once taken into the excavation tip device 3 and then crushed to a size that can be transported by a crusher (not shown), and sent to the rear, that is, to the unit pipe 4 side by the feed / drain mud pipe 6a. Then, the solid and liquid are separated from the shaft 1 by the processing facility 16 on the land 15.

図2(b)に示すように、管状スペーサ11は、一対の筒体11a、11bを長手方向に分離可能に接合ボルト18で接合して形成され、筒体11a、11b間には、適宜のシール手段が施されて接合部からの浸水が防止される。これら一対の筒体11a、11bは内部の接合ボルト18を外すことにより分離可能であり、また、各々の筒体11a、11bには扉固定用フランジ(閉塞部12、配管閉塞部7)が筒内方に向けて突設され、さらに側壁部には、扉体19、19’が脱離可能に保持される。なお、接合ボルト18を外面側に配置して、筒体11a、11bを外部からの操作により分離可能に形成してもよい。   As shown in FIG. 2 (b), the tubular spacer 11 is formed by joining a pair of cylinders 11a and 11b with a joining bolt 18 so as to be separable in the longitudinal direction, and an appropriate gap between the cylinders 11a and 11b. Sealing means is applied to prevent water from entering the joint. The pair of cylinders 11a and 11b can be separated by removing the internal joining bolts 18, and each cylinder 11a and 11b is provided with a door fixing flange (blocking portion 12, pipe closing portion 7). The doors 19 and 19 'are detachably held on the side wall portion and project toward the inside. In addition, the joining bolt 18 may be arrange | positioned on the outer surface side, and you may form so that the cylinders 11a and 11b can be isolate | separated by the operation from the outside.

管敷設作業は、上記掘削先端装置3を駆動しながら第一単位配管4’の後端に順次単位配管4、4・・を連結し、施工済み部分を後述する敷設終端予定位置5側に延長させて行われる。単位配管4同士の連結箇所には適宜のシール手段20が施されて単位配管4内への浸水が防止され、さらに、単位配管4の連結に際して送排泥管6aが継ぎ足されて延長される。   The pipe laying operation is performed by connecting the unit pipes 4, 4,... Sequentially to the rear end of the first unit pipe 4 'while driving the excavation tip device 3, and extending the completed part to the planned laying end position 5 described later. To be done. Appropriate sealing means 20 is applied to the connecting portions of the unit pipes 4 to prevent water from entering the unit pipes 4. Further, when the unit pipes 4 are connected, the supply / discharge mud pipe 6 a is extended and extended.

以上のようにして管敷設作業を進行させると、やがて、掘削先端装置3は、図3(a)に示すように、配管の敷設終端予定位置5に到達する。到達状態において、掘削先端装置3および施工済み配管Aは全体としてシール性能が確保されているために、これらの内部に海水が流入することがない。   When the pipe laying operation is advanced as described above, the excavation tip device 3 eventually reaches the planned laying end position 5 of the pipe as shown in FIG. In the arrived state, the excavation tip device 3 and the already-constructed pipe A have a sealing performance as a whole, so that seawater does not flow into them.

この状態から、まず、施工済み配管A内に作業員を送り、掘削先端装置3から送排泥管6aを切り離し、次いで、管状スペーサ11から扉体19を取り外して掘削部9側の筒体11aに形成された扉固定用フランジ12に固定するとともに、後方が開放されて内部の機構部の気密性が保持されない掘削部9を密閉する(図3(a)参照)。この後、図4に示すように、接合ボルト18を外し、次いで、第一単位配管4’側の扉固定用フランジ7に扉体19’を固定して第一単位配管4’以下の施工済み配管Aを密閉する。   From this state, first, an operator is sent into the pipe A that has been constructed, and the feed mud pipe 6a is disconnected from the excavation tip device 3, and then the door body 19 is removed from the tubular spacer 11 and the cylinder 11a on the excavation part 9 side. The excavation part 9 whose rear part is opened and the airtightness of the internal mechanism part is not maintained is sealed (see FIG. 3A). Thereafter, as shown in FIG. 4, the joining bolt 18 is removed, and the door body 19 'is then fixed to the door fixing flange 7 on the first unit pipe 4' side, and the first unit pipe 4 'and subsequent constructions have been completed. Pipe A is sealed.

次に、図5(a)に示すように、敷設終端予定位置5の砂質土砂を図外のポンプによって吸い出すことで掘り起こして掘削部9および管状スペーサ11の筒体11aを水中に露出させた後、扉固定用フランジ12および扉体19と扉固定用フランジ7および扉体19’により密閉された空間(図5(a)におけるハッチング部分)に注水部26から高圧で注水を行うことで管状スペーサ11を筒体11aと筒体11bに分離する。この後、掘削先端装置3(掘削部9および筒体11a)をクレーンで吊り上げて図外の船上に回収し(図5(b)参照)、さらに、残余の送排泥管6a、および上記管連結装置6bに付随する掘削設備6を撤去する。   Next, as shown in FIG. 5 (a), the sandy earth and sand at the planned laying end position 5 is sucked up by a pump outside the figure to expose the cylinder 11a of the excavation part 9 and the tubular spacer 11 in water. Thereafter, water is injected into the space (hatched portion in FIG. 5A) sealed by the door fixing flange 12 and the door body 19 and the door fixing flange 7 and the door body 19 ′ at a high pressure from the water injection section 26 to form a tubular shape. The spacer 11 is separated into a cylinder 11a and a cylinder 11b. Thereafter, the excavation tip device 3 (excavation part 9 and cylinder 11a) is lifted by a crane and collected on a ship not shown (see FIG. 5 (b)), and the remaining feed / discharge mud pipe 6a and the above pipe The excavation equipment 6 associated with the connecting device 6b is removed.

以上のようにして海底地盤2を貫通して敷設終端予定位置5に達する管を敷設した後、施工済み配管A内に所定の設備が設置される。海中に取水先端装置を設置するこの実施の形態において、図6に示すように、まず、施工済み配管A内に取水管21が配管されるとともに、取水管21の立坑1側終端には、陸上に至る立管22が連結される。取水管21の配管には、上述した管連結装置6bを利用することもでき、この場合には取水管21の配管を終了してこれら管連結装置6b、およびこれに付随する掘削設備6を撤去した後、立坑1側取水管21’の後端部と施工済み配管Aとの間隙部に適宜の材料を充填して施工済み配管Aを閉塞し、さらに、立坑1を埋め戻す。充填部23には、適宜箇所にエアー抜き管24が設置される。   After laying the pipe that penetrates the seabed ground 2 and reaches the planned laying end position 5 as described above, predetermined equipment is installed in the pipe A that has been constructed. In this embodiment in which the water intake tip device is installed in the sea, as shown in FIG. 6, first, a water intake pipe 21 is piped in the already-constructed pipe A, and at the end of the water intake pipe 21 on the shaft 1 side, Upright pipes 22 are connected. The pipe connection device 6b described above can also be used for the piping of the intake pipe 21. In this case, the piping of the intake pipe 21 is terminated, and the pipe connection device 6b and the associated excavation equipment 6 are removed. After that, the gap between the rear end portion of the vertical shaft 1 side intake pipe 21 ′ and the completed piping A is filled with an appropriate material to close the completed piping A, and the vertical shaft 1 is backfilled. The filling part 23 is provided with an air vent pipe 24 at an appropriate place.

このようにして立坑1側の処理を完了させた後、施工済み配管A内に海水を導入する。海水導入の初期において大量の海水が一気に施工済み配管Aに流入することを防止するために、扉体19’には、図2(b)に示すように、予め初期導入用開口19’aが開設されており、海水導入初期においては、該初期導入用開口19’aを開放して行われる。   After completing the processing on the shaft 1 side in this way, seawater is introduced into the already-constructed pipe A. In order to prevent a large amount of seawater from flowing into the installed pipe A at an early stage of the introduction of seawater, the door 19 ′ has an opening 19′a for initial introduction in advance as shown in FIG. In the initial stage of seawater introduction, the initial introduction opening 19′a is opened.

施工済み配管A内への海水の初期導入が完了し、施工済み配管A全体に海水が導入された後、取水先端側取水管21’’と施工済み配管Aとの間隙部に適宜の材料を充填して施工済み配管Aを閉塞し(充填部23’)、第一単位配管4’側の筒体11bを切断、あるいは引き抜いて撤去し、さらに、取水管21先端に調整管25を連結して作業が終了する。   After the initial introduction of seawater into the installed pipe A is completed and the seawater is introduced into the entire installed pipe A, an appropriate material is applied to the gap between the intake pipe 21 '' and the installed pipe A. Filled and closed pipe A (filling section 23 ′), cuts or removes the cylinder 11 b on the first unit pipe 4 ′ side, and further connects the adjustment pipe 25 to the tip of the intake pipe 21. To finish the work.

なお、取水管21の配管を敷設終端予定位置5に掘削先端装置3が到達した後、砂質土砂を掘り起こす前に、または管状スペーサ11の分割前に行うことも可能であり、この場合において、立坑1側の処理、すなわち掘削設備6の撤去等も完了していれば、施工済み配管Aを扉固定用フランジ7において閉塞せずに掘削先端装置3の分離にともなって直接内部に海水を導入することも可能である。   In addition, after the excavation tip device 3 reaches the planned laying end position 5 of the pipe of the intake pipe 21, it is also possible to dig up the sandy soil or before dividing the tubular spacer 11, in this case, If processing on the shaft 1 side, that is, removal of the excavation equipment 6 has been completed, seawater is introduced directly into the interior with the separation of the excavation tip device 3 without closing the installed pipe A at the door fixing flange 7. It is also possible to do.

図7に本発明の変形例を示す。なお、以下の変形例の説明において、上述した実施の形態と同一の構成要素は図中に同一符号を付して説明を省略する。施工終端側の海底地盤2が掘削を要する岩盤等からなるこの変形例において、施工終端には、予め配管の敷設終端予定位置5よりやや深くまで掘削した予備穴8が形成される。予備穴8は、底部に捨て石を平滑に敷き詰めて、敷設終端予定位置5に到達した掘削先端装置3を支承するマウンド8aを形成した後、掘削の容易な砂によって埋め戻される(図7におけるハッチング部分)。   FIG. 7 shows a modification of the present invention. In the following description of the modification, the same components as those in the above-described embodiment are denoted by the same reference numerals in the drawings, and the description thereof is omitted. In this modified example in which the seabed ground 2 on the construction end side is made of rock or the like that requires excavation, a preliminary hole 8 that has been excavated slightly deeper than the planned installation end position 5 of the pipe is formed at the construction end. The preliminary holes 8 are formed by smoothly disposing stones at the bottom to form a mound 8a that supports the excavation tip device 3 that has reached the planned laying end position 5 and then backfilled with sand that is easy to excavate (hatching in FIG. 7). portion).

したがって、この変形例において、掘削進行により予備穴8内に進入する掘削先端装置3は、砂によって海流の影響を受けることなく、かつ、マウンド8aに乗り上げることでマウンド8aに支承されて、安定した状態で敷設終端予定位置5に到達する。この後、前述と同様の手順によって掘削先端装置3の回収、および施工済み配管A内への注水等が行われ、管の敷設作業がなされる。なお、掘削先端装置3は、マウンド8aを形成せずに直接砂質土砂により、または、後述する支持台27により支承させることも可能である。   Therefore, in this modified example, the excavation tip device 3 that enters the preliminary hole 8 by the progress of excavation is not affected by the ocean current due to the sand, and is supported by the mound 8a by riding on the mound 8a, and is stable. The laying end planned position 5 is reached in the state. Thereafter, the excavation tip device 3 is collected and water is poured into the already-constructed pipe A by the same procedure as described above, and the pipe is laid. Note that the excavation tip device 3 can be supported directly by sandy earth or sand without forming the mound 8a or by a support stand 27 described later.

図8に本発明の第2の実施の形態を示す。この実施の形態において、敷設終端予定位置5は、施工終端側の海底地形を利用して、あるいは予め予備穴8を形成することで、直接海中に設定される。図8におけるハッチング部分は予め形成されたマウンド8aであり、マウンド8a上には上面が平滑な支持台27が設置される。   FIG. 8 shows a second embodiment of the present invention. In this embodiment, the planned laying end position 5 is directly set in the sea by using the seabed topography on the construction end side or by forming the preliminary hole 8 in advance. The hatched portion in FIG. 8 is a mound 8a formed in advance, and a support base 27 having a smooth upper surface is installed on the mound 8a.

掘削先端装置3の先端が海中に露出するまで掘削進行が行われるこの実施の形態において、掘削先端装置3および施工済み配管Aのそれぞれの密閉作業および必要な送排泥管6aの撤去は、掘削先端装置3の先端を海中に露出させた状態で行われ、この後、管連結装置6bの押し出し部を駆動させて施工済み配管Aを前方に押し出すことによって掘削先端装置3全体を支持台27上に搭載させるとともに、施工済み配管Aを海中側に移動させる。海中に露出した掘削先端装置3は、前述同様に管状スペーサ11を分割した後、クレーンによって船上に回収され、この後、支持台27、残余の送排泥管6a、および上記管連結装置6bに付随する掘削設備6が撤去される。   In this embodiment in which excavation progress is performed until the tip of the excavation tip device 3 is exposed to the sea, the sealing work of the excavation tip device 3 and the pipe A that has already been constructed and the removal of the necessary feed and discharge mud pipe 6a are performed by excavation. This is performed in a state where the tip of the tip device 3 is exposed to the sea, and thereafter, the push-out portion of the pipe connecting device 6b is driven to push the constructed pipe A forward so that the entire excavation tip device 3 is placed on the support base 27. The installed pipe A is moved to the underwater side. The excavation tip device 3 exposed in the sea is divided on the tubular spacer 11 as described above, and then recovered on the ship by a crane. Thereafter, the excavation tip device 3 is transferred to the support base 27, the remaining mud pipe 6a, and the pipe connection device 6b. The accompanying excavation facility 6 is removed.

なお、支持台27の設置は、施工終端が海中である場合に限られず、マウンド8aの代わりに、またはマウンド8aとともに予備穴8内あるいは海底に設置することも可能であり、また、施工終端が海中であってもマウンド8aのみで掘削先端装置3を支承させることも可能である。   The installation of the support base 27 is not limited to the case where the construction end is in the sea, but can be installed in the spare hole 8 or on the sea floor together with the mound 8a or together with the mound 8a. Even in the sea, the excavation tip device 3 can be supported only by the mound 8a.

本発明を示す図である。It is a figure which shows this invention. 掘削作業を説明する図で、(a)は断面図、(b)は(a)の要部拡大図である。It is a figure explaining excavation work, (a) is a sectional view and (b) is an important section enlarged view of (a). 掘削先端装置を密閉した状態を示す図で、(a)は施工済み配管の先頭部分を示す断面図、(b)は要部拡大図である。It is a figure which shows the state which sealed the excavation tip apparatus, (a) is sectional drawing which shows the head part of constructed piping, (b) is a principal part enlarged view. 施工済み配管を密閉した状態を示す図で、(a)は施工済み配管の先頭部を示す断面図、(b)は要部拡大図である。It is a figure which shows the state which sealed the completed piping, (a) is sectional drawing which shows the head part of the completed piping, (b) is a principal part enlarged view. 掘削先端装置の切り離し作業を説明する図で(a)は分離前の状態を示す断面図、(b)は分離後の状態を示す断面図である。It is a figure explaining the cutting | disconnection operation | work of an excavation tip apparatus, (a) is sectional drawing which shows the state before isolation | separation, (b) is sectional drawing which shows the state after isolation | separation. 取水管の設置工程を示す図である。It is a figure which shows the installation process of an intake pipe. 図1の変形例を示す図である。It is a figure which shows the modification of FIG. 本発明の第2の実施の形態を示す図である。It is a figure which shows the 2nd Embodiment of this invention. 従来例を示す図である。It is a figure which shows a prior art example.

符号の説明Explanation of symbols

1 ドライエリア
2 水底地盤
3 掘削先端装置
4 単位配管
4’ 第一単位配管
5 敷設終端予定位置
6 掘削設備
6a 送排泥管
6b 管連結設備
7 配管閉塞部
8 予備穴
8a マウンド
9 掘削部
10 連結部
11 管状スペーサ
11a 筒体
11b 筒体
12 閉塞部
13 シール部
14 ローラービット
15 陸上
16 処理設備
17 掘削先端装置連結部
18 接合ボルト
19 扉体
19’ 扉体
19’a 初期導入開口
20 シール手段
21 取水管
21’ 立坑側取水管
21’’ 取水先端側取水管
22 立管
23 充填部
23’ 充填部
24 エアー抜き管
25 調整管
26 注水部
27 支持台
A 施工済み配管
DESCRIPTION OF SYMBOLS 1 Dry area 2 Water bottom ground 3 Drilling tip apparatus 4 Unit piping 4 '1st unit piping 5 Planned laying end position 6 Drilling equipment 6a Feeding / discharging mud pipe 6b Pipe connection equipment 7 Piping block part 8 Preliminary hole 8a Mound 9 Drilling part 10 Connection Part 11 Tubular spacer 11a Tubing body 11b Tubing body 12 Blocking part 13 Sealing part 14 Roller bit 15 Land 16 Processing equipment 17 Excavation tip device connecting part 18 Joining bolt 19 Door body 19 'Door body 19'a Initial introduction opening 20 Sealing means 21 Intake pipe 21 'Vertical shaft side intake pipe 21''Intake end side intake pipe 22 Vertical pipe 23 Filling section 23' Filling section 24 Air vent pipe 25 Adjustment pipe 26 Injection section 27 Support base A Pre-installed piping

Claims (2)

陸上、あるいは水中に形成されるドライエリアから水底地盤を貫通して水中に至る管を敷設する水底地盤内への管敷設方法であって、
掘削先端装置に単位配管を連結しながら順次ドライエリア側から砂質土砂の水底地盤内に設定される敷設終端予定位置まで掘削進行し、
次いで、掘削先端装置の後方開口を閉塞するとともに、砂質土砂を掘り起こして、掘削先端装置を砂質土砂に支承させたまま水中に露出させ、
この後、掘削先端装置を第一単位配管から分離する水底地盤内への管敷設方法。
A method of laying pipes on the bottom of the ground, or laying a pipe that penetrates the bottom of the ground from the dry area formed underwater or underwater,
While connecting the unit piping to the drilling tip device, the drilling progresses sequentially from the dry area side to the planned laying end position set in the sandy bottom of the sandy soil,
Next, the rear opening of the excavation tip device is closed, the sandy earth is dug up, and the excavation tip device is exposed to the water while being supported by the sandy soil,
After this, the pipe laying method in the water bottom ground which separates the excavation tip device from the first unit pipe.
掘削先端装置に単位配管を順次連結しながら陸上、あるいは水中に形成されるドライエリア側から水底地盤を敷設終端予定位置まで掘削進行した後、掘削先端装置の後方開口を閉塞し、
次いで、掘削先端装置を第一単位配管から分離して水中から回収し、ドライエリアから水底地盤を貫通して水中に至る管を敷設する水底地盤内への管敷設方法であって、
前記敷設終端予定位置が岩盤からなる水底地盤内であり、水底地盤を敷設終端予定位置まで掘削進行する前に、敷設終端予定位置に予め予備穴を形成するとともに、該予備穴を砂質土砂で埋め戻す水底地盤内への管敷設方法。
After proceeding excavation from the dry area side formed on the ground or underwater while sequentially connecting the unit piping to the drilling tip device to the planned laying end position, the rear opening of the drilling tip device is closed,
Next, the excavation tip device is separated from the first unit pipe and recovered from the water, and a pipe laying method in the water bottom ground for laying a pipe that penetrates the water bottom ground from the dry area to the water,
The planned laying end position is in the bottom of the ground composed of rock, and before excavation of the submarine ground to the planned laying end position, a preliminary hole is formed in advance at the planned laying end position, and the preliminary hole is made of sandy earth and sand. Pipe laying method in submerged ground.
JP2007119075A 2007-04-27 2007-04-27 Pipe laying method in subaqueous ground Pending JP2007247394A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP6214808B1 (en) * 2017-07-12 2017-10-18 東京瓦斯株式会社 Submarine pipeline landing method

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH08128296A (en) * 1994-10-31 1996-05-21 Toda Constr Co Ltd Underwater shield excavation construction method
JPH08193488A (en) * 1995-01-13 1996-07-30 Toda Constr Co Ltd Tunnel penetrating construction method of underwater
JP2000282496A (en) * 1999-03-31 2000-10-10 Taisei Corp Laying method for pipe line in water

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH08128296A (en) * 1994-10-31 1996-05-21 Toda Constr Co Ltd Underwater shield excavation construction method
JPH08193488A (en) * 1995-01-13 1996-07-30 Toda Constr Co Ltd Tunnel penetrating construction method of underwater
JP2000282496A (en) * 1999-03-31 2000-10-10 Taisei Corp Laying method for pipe line in water

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP6214808B1 (en) * 2017-07-12 2017-10-18 東京瓦斯株式会社 Submarine pipeline landing method

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