JPH1077623A - Underwater construction method for water intake and discharge device and prefabricated water intake and discharge device - Google Patents
Underwater construction method for water intake and discharge device and prefabricated water intake and discharge deviceInfo
- Publication number
- JPH1077623A JPH1077623A JP8234129A JP23412996A JPH1077623A JP H1077623 A JPH1077623 A JP H1077623A JP 8234129 A JP8234129 A JP 8234129A JP 23412996 A JP23412996 A JP 23412996A JP H1077623 A JPH1077623 A JP H1077623A
- Authority
- JP
- Japan
- Prior art keywords
- intake
- prefabricated
- water
- discharge port
- underwater
- 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.)
- Granted
Links
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Description
【0001】[0001]
【発明の属する技術分野】本発明は、海岸近く又は大河
口や大運河や大河川近くに建設された火力発電所、原子
力発電所その他のエネルギー施設に使用する冷却水ある
いは加熱水取水装置及び放水装置の水中構築工法及びプ
レハブ取・放水装置に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a cooling water or heating water intake device and a water discharge for use in thermal power plants, nuclear power plants and other energy facilities constructed near the coast or near a great estuary, a grand canal or a major river. The present invention relates to an underwater construction method for a device and a prefabricated take-off and discharge device.
【0002】[0002]
【従来の技術】この種、従来の取・放水装置水中構築工
法は、図11乃至図15に示すよう、まず、予定の水底
域1の基礎マウンド2構築後、水上作業床3を吊上げ曳
航船4で据付け、中杭5を打設して固定する水上作業床
設置工程(図11)と、次いで、水上部より作業構台6
を構築し、陸上7側からは桟橋8とを同時に構築する連
絡桟橋設置工程(図12)と、取・放水口立坑9となる
円形RCケーソン10(例えば直径7m)をニューマチ
ックケーソン工法により沈設して行くケーソン構築・沈
下掘削工程(図13)と、ケーソン沈設完了後、取・放
水口基礎としての支持力確保のため、作業室底部を底詰
めコンクリート11で現場打ち充填する底詰めコンクリ
ート打設工程(図14)と、予定の水底域1下地中に掘
進するシールドトンネル12と立坑9下部1側とを内部
相互連通自在に結合する取・放水路トンネル接続工程
(図15)と、水上作業床3と作業構台6と桟橋8と鋼
製及びRCケーソン10を撤去し注水する床台桟橋ケー
ソン撤去工程(図15)と、別途用意する取・放水口1
3を立坑9上端に載着セットする取・放水口据付工程
(図15)とを順次踏んで一貫経過する。2. Description of the Related Art As shown in FIGS. 11 to 15, this type of conventional underwater construction method of a water intake / discharge device first constructs a foundation mound 2 in a planned water bottom area 1 and then lifts a work floor 3 above the water. 4 and a work floor installation step (FIG. 11) for placing and fixing the middle pile 5 and then a work gantry 6 from the water surface
And a pier 8 is simultaneously constructed from the land 7 side (Fig. 12), and a circular RC caisson 10 (for example, 7 m in diameter) to be an intake / drainage shaft 9 is laid by the pneumatic caisson method. After the caisson construction and subsidence excavation process (Fig. 13), and the completion of caisson laying, the bottom of the working room is filled with bottom-filled concrete 11 at the site to fill the bottom of the work room with the bottom-fill concrete 11 An installation step (FIG. 14), an intake / drainage tunnel connection step (FIG. 15) for interconnecting the shield tunnel 12 and the lower part 1 side of the shaft 9 to be excavated into the ground of the planned water bottom area 1 (FIG. 15); Work floor 3, work gantry 6, pier 8, steel and RC caisson 10 to be removed and floor pier caisson removal process (Fig. 15), and separately prepared intake / drain opening 1
An intake / drainage outlet installation process (FIG. 15) for mounting and setting 3 at the upper end of the shaft 9 is successively performed, and an integrated process is performed.
【0003】即ち、取・放水口立坑工事は、ジャケット
式作業床3を採用し、陸上7側より連絡桟橋8を構築し
て資機材の搬入と土砂運搬を行う。立坑工事は、掘削深
度が例えば水面下35mにも及ぶ高気圧作業となり、作
業効率及び安全確保のため無人化ニューマチックケーソ
ン工法を採用し掘削・沈下・構築を繰り返してケーソン
10を所定の位置へ着底する乾式工法である。シールド
トンネル工事は、図15に示すよう埋立護岸14下部を
通過することとなり護岸への影響を与えないよう切刃の
安定が確保可能な泥水加圧シールド工法によりシールド
マシンの発進は石灰石コンクリート(PC鋼材による仮
補強)を直接切削して発進させ、到達取・放水口立坑9
への接合は乾式接合工法を採用する。他方、リバース掘
削機を用いる実績のあるリバース掘削工法も最近多く施
工され、その立坑工事は前記ニューマチックケーソン工
法同様、水域に水上作業床を据え付け、リバース掘削、
立坑内張管の立て込みを連続して行う。[0003] In other words, in the construction of the intake / discharge opening shaft, a jacket-type work floor 3 is adopted, and a connecting pier 8 is constructed from the land 7 side to carry in the equipment and carry the earth and sand. The shaft construction is a high-pressure operation with an excavation depth of, for example, 35 m below the surface of the water, and employs an unmanned pneumatic caisson method to ensure work efficiency and safety, and repeats excavation, subsidence, and construction to bring the caisson 10 to a predetermined position. It is a dry construction method. In the shield tunnel construction, as shown in FIG. 15, the shield machine is started using limestone concrete (PC) by a muddy water pressure shield method that can pass through the lower part of the reclaimed revetment 14 and can secure the stability of the cutting edge without affecting the revetment. (Temporary reinforcement by steel material) is directly cut and started, and the arrival and discharge outlet shaft 9
The dry joining method is adopted for joining to the substrate. On the other hand, reverse drilling methods that have a proven track record of using a reverse excavator have recently been constructed in many cases, and the vertical shaft work, like the pneumatic caisson method, is to install a floating work floor in the water area, reverse drilling,
The lining of the shaft is continuously installed.
【0004】以下当該リバース掘削工法についても各工
程を段階的に詳述する。 (1)取・放水口立坑9 取・放水口立坑工事は、軟弱な水底域1地盤をサンドコ
ンパクションパイル(SCP)及び深層混合処理(DM
N)により改良した後、マウンド2石投入水底域1に水
上作業床3を据付け、リバース掘削、立坑内張管の建て
込みを行い、例えば、内径5m、高さ40mの立坑9を
構築する場合である。[0004] Each step of the reverse excavation method will be described below step by step. (1) Intake / Outlet shaft 9 Intake / outlet shaft construction involves sand compaction pile (SCP) and deep mixing (DM)
N) After the improvement, the floating work floor 3 is installed in the bottom area 1 where two mounds are introduced, reverse excavation is performed, and a shaft 9 is built, for example, to build a shaft 9 having an inner diameter of 5 m and a height of 40 m. It is.
【0005】I.水上作業床据付け工事(図16参照) 水上作業床3は、例えば、幅12m、長さ37mの作業
床本体3aと幅10.5m、長さ37mの資材床3bと
すると、天端標高を設計最大波高に対して余裕をみて、
TP+6mとして、作業床3の高さは17mとなる。作
業床本体3a据付けに先立ち、杭打船で鋼管杭を建て込
み、上部結構し、資材床3bの現場構築をする。I. Water work floor installation work (see FIG. 16) The water work floor 3 is designed to have a top elevation of, for example, a work floor main body 3a having a width of 12 m and a length of 37 m and a material floor 3b having a width of 10.5 m and a length of 37 m. With a margin for the maximum wave height,
Assuming that TP + 6m, the height of the work floor 3 is 17m. Prior to the installation of the work floor body 3a, a steel pipe pile is built by a pile driving boat, the upper part is constructed, and the material floor 3b is constructed on site.
【0006】作業床3は、例えば、重量が1,000t
程度となるが、これを陸上7で組立て2,000t級ク
レーン(曳航)船4(図15参照)で現地まで曳航して
据付ける。その際の船団編成は次表の通りの用意が必要
である。The work floor 3 has a weight of, for example, 1,000 t.
It is assembled on land 7 and is towed to the site by a 2,000 t class crane (towing) ship 4 (see FIG. 15) for installation. The fleet formation at that time must be prepared as shown in the following table.
【表1】 [Table 1]
【0007】また、作業床3本体3aには、リバース掘
削の孔壁保護管15を防護するため、外径6mの図示し
ない防波ウエルを設置する。作業床3の固定は四隅の杭
16及びアースアンカー17をバイブロハンマーで打設
し、有義波高3.0m程度まで耐えられるようにし、4
本の杭打ちが確実に出来る様に予め作業床3に打ち込ん
だ状態で据付を行う。Further, a wave-proof well (not shown) having an outer diameter of 6 m is provided on the work floor 3 main body 3a to protect the hole wall protection tube 15 for reverse excavation. To fix the work floor 3, the pile 16 and the earth anchor 17 at the four corners are driven with a vibro hammer so as to withstand a significant wave height of about 3.0 m.
The installation is performed in a state where the pile is driven into the work floor 3 in advance so that the pile can be driven.
【0008】II.リバース掘削工事(図17参照) リバース掘削施工順序は、図22に示す複雑な手順を経
る。リバース掘削に当っては、水底域1付近の軟質な土
砂の孔壁を保護するとともに、立坑9内をドライにした
時の外水圧に抵抗させる目的で例えば、直径7.0m、
厚さ2.5m、長さ25m(水底11m)の孔壁保護管
15を設置する。この管15は超大型バイブロハンマー
2台を連動させて水底域1に打込む。掘削は、作業床3
から例えば、外径6,000mmの四翼ビット18aを有
する大型リバース機18を使用する。II. Reverse excavation work (see FIG. 17) The reverse excavation work order involves a complicated procedure shown in FIG. In the case of reverse excavation, for example, a 7.0 m diameter is used to protect the soft sediment hole wall near the water bottom area 1 and to resist external water pressure when the shaft 9 is made dry.
A hole wall protection tube 15 having a thickness of 2.5 m and a length of 25 m (water bottom 11 m) is installed. This pipe 15 is driven into the water bottom area 1 by interlocking two super-large vibratory hammers. Excavation work floor 3
For example, a large reverse machine 18 having a four-wing bit 18a having an outer diameter of 6,000 mm is used.
【0009】揚泥方法は、作業床3に設置した安定液再
循環と泥水面との水頭差が大きいことからエアリフト方
式を用いる。例えば、25cm以上の吸入口径以上の礫に
ついては掘削機を一時撤去し、オレンジピールバケット
で礫層を緩めながら玉石を孔の中心に移動させた後、ク
ラムシェルバケットで取り除く。給水は仮設の連絡桟橋
8に配管して行い、土砂搬出は、土運船19により行
う。図中、20は例えば150t吊りクローラークレー
ン、21は例えば50t吊クローラクレーン、22は泥
水天端である。In the mud lifting method, an air lift method is used because the recirculation of the stable liquid provided on the work floor 3 and the head difference between the mud surface and the mud surface are large. For example, for excavation with a diameter of 25 cm or more, the excavator is temporarily removed, the cobblestone is moved to the center of the hole while loosening the gravel layer with an orange peel bucket, and then removed with a clamshell bucket. Water is supplied by piping to the temporary connecting pier 8, and earth and sand is carried out by an earth transport ship 19. In the figure, reference numeral 20 denotes a 150-ton hanging crawler crane, 21 denotes, for example, a 50-ton hanging crawler crane, and 22 denotes a top of muddy water.
【0010】III.立坑内張管、裏込コンクリート工事
(図18参照) 立坑内張管は、例えば、長さ55m、内厚30mmの鋼管
であり、2,000t吊クレーン船によって水上曳航
し、孔壁保護管にガイドを設け掘削孔内に建て込む。海
水等による腐食防止のため、内張管は内面がタールエポ
キシ、外面がコールタールエナメルガラスクロスで塗装
するとともに電気防蝕を行う。III. Vertical shaft lining pipe and backing concrete work (see FIG. 18) The vertical shaft lining pipe is, for example, a steel pipe having a length of 55 m and an inner thickness of 30 mm. A guide will be installed in the borehole protection pipe and built into the borehole. To prevent corrosion due to seawater etc., the inner lining is coated with tar epoxy on the inner surface and coated with coal tar enamel glass cloth on the outer surface, and is also electrically corroded.
【0011】内張管の建て込み終了後、桟橋8上に配管
し、掘削孔底部、内張管外周部に現場打ちコンクリート
23をトレミー管を用いて打設する。打設終了後内張管
内をドライアップし、取・放水口本体設置レベルで切断
し、フランジを取付ける。After the installation of the lining pipe is completed, pipes are laid on the pier 8 and cast-in-place concrete 23 is poured into the bottom of the excavation hole and the outer circumference of the lining pipe using a tremy pipe. After the casting is completed, dry the inside of the lining pipe, cut it at the installation / water outlet main body installation level, and attach the flange.
【0012】(2)接合工 立坑9の本管上部9a切断後、接合工事は水底域1地中
取・放水路シールドトンネル12を取・放水口立坑9の
接合部において、シールド掘削機の解体、立坑9のコン
クリートはつり、内張管の切断9b及び接続、覆工作業
等からなる。これ等一連の作業は例えば約4ケ月間の長
期に亙ることになるが水域工事でもあり、基盤層の層厚
が例えば7mと薄いことから安全性を配慮して凍結工法
による地盤改良を行う。凍結工法は施工性、経済性等を
勘案して−20℃の塩化カルシウム液を土中に循環させ
るブライン方式を用いる。(2) Joining work After cutting the upper part 9a of the main shaft 9 of the shaft 9, the joining work is to take the underground 1 underground take-out / spillway shield tunnel 12 and dismantle the shield excavator at the joint of the outlet 9 The concrete of the shaft 9 consists of hanging, cutting 9b of the lining pipe, connection, lining work and the like. Such a series of operations is, for example, a long-term construction of about 4 months, and is also a water area construction. Since the thickness of the base layer is as thin as 7 m, for example, the ground improvement by the freezing method is performed in consideration of safety. The freezing method uses a brine method in which a calcium chloride solution at −20 ° C. is circulated through the soil in consideration of workability, economy, and the like.
【0013】凍結工法を用いた理由は次の通りである。 (イ)凍結部分24の凍土は造成されると完全な遮水壁
となり、湧水を防止出来る。 (ロ)地盤は凍結によって強度が増加し、凍土壁は耐力
壁としての強度をもつ。 (ハ)凍土壁は土質の種類にかかわらず一様な壁体とな
る。 (ニ)ブラインの循環によって凍土壁を造るため汚染公
害は発生しない。The reason for using the freezing method is as follows. (A) When the frozen soil of the frozen portion 24 is formed, it becomes a completely impermeable wall, and can prevent spring water. (B) The strength of the ground increases due to freezing, and the frozen soil walls have strength as bearing walls. (C) The frozen soil wall is a uniform wall regardless of the type of soil. (D) Pollution pollution does not occur because the frozen soil wall is created by the circulation of brine.
【0014】I.凍結工工事(図19参照) 凍結工の設計は、試験や安全性、工程、経済性等を配慮
して凍結部分24の例えば凍土厚70〜120cm、ブラ
イン温度−20℃、凍結管ピッチ50〜80cm、所要日
数50日とする。凍結管は取・放水口立坑9からトンネ
ル12側に向かって斜めボーリングを行い、例えば長さ
5.5mの凍結管を40本埋設するほか、図20に示す
シールド機スキンプレート25等にも凍結管を貼付け全
体として例えば約100本配置する。凍結装置は例えば
37KW型ユニットを2台資材床3bに配置する。凍結運
転時には測温計を埋設して、地中温度の計測をし施工管
理する。I. Freezing work (see FIG. 19) The freezing work is designed in consideration of testing, safety, process, economy, etc., for example, the frozen part 24 has a frozen soil thickness of 70 to 120 cm, a brine temperature of -20 ° C., and a freezing pipe pitch of 50 to 50 °. 80 cm, 50 days required. As for the freezing pipes, diagonal boring is performed from the intake / discharge port shaft 9 toward the tunnel 12 side. For example, 40 freezing pipes of 5.5 m in length are buried, and the freezing pipes are also frozen on the shield plate 25 shown in FIG. For example, about 100 tubes are arranged as a whole to be attached. As the freezing apparatus, for example, two 37KW type units are arranged on the material floor 3b. During freezing operation, a thermometer is buried to measure the underground temperature and manage construction.
【0015】II. 接合工工事(図20参照) シールドトンネル12到達、立坑9本管下部1側破断9
b後の接d合工事の現場は、−20℃程度の低温状態に
あるため溶接循環が悪く、かつ、凍結管、測温管の設置
により立坑内張管に構造的に弱点となる例えば42本の
孔があけらているが三重構造の覆工をして補強する。図
中26はセグメントである。II. Joining work (refer to FIG. 20) Reach the shield tunnel 12 and break 9 on the lower part 1 of the vertical shaft 9
The welding site after b is in a low temperature state of about −20 ° C., so that the welding circulation is poor, and the installation of a freezing tube and a temperature measuring tube is structurally weak in the lining of the shaft, for example, 42. The book has holes, but it is reinforced with a triple structure. 26 is a segment in the figure.
【0016】(i) 第一次覆工(図21参照) 立坑内張管下部1側の破断、コンクリートはつり、シー
ルド機械の撤去等に併行してH鋼(H−100×10
0)と鋼板を建て込み、地山との間隙部はモルタル注入
を行う。(I) Primary lining (refer to FIG. 21) H steel (H-100 × 10) is used in parallel with the breakage of the lower part 1 of the shaft lining, the removal of concrete, and the removal of the shield machine.
0) and a steel plate is erected, and mortar is injected into the gap between the base and the ground.
【0017】(ii) 第二次覆工(図21参照) 凍結工を解除した際の地山の緩み、出水に対処するため
実施するもので、円形の鋼板を例えば3分割して、トン
ネル12より搬入し、組立て、溶接した後、一次覆工2
7との間隙部はモルタル注入を行う。(Ii) Secondary lining (see FIG. 21) This is implemented in order to cope with loosening of the ground and water discharge when the freezing work is released. After loading, assembling and welding, primary lining 2
The mortar is injected into the gap with 7.
【0018】(iii) 第三次覆工(図21参照) 三次覆工は、接合部の最終覆工体であり、凍結工を解除
して行う。構造は、例えば3.4m、厚さ30mmの鋼製
の円筒補強管で5ブロックに分割し、取・放水口立坑9
より搬入し組立て溶接する。二次覆工との間隙部はモル
タル注入を行う。なお、立坑トンネル連結部の複雑な開
先となる部分は工場で製作し、現場では直線の溶接施工
となる。(Iii) Tertiary lining (see FIG. 21) Tertiary lining is the final lining at the joint, and is performed after freezing is released. The structure is, for example, divided into five blocks by a steel cylindrical reinforcing pipe having a thickness of 3.4 m and a thickness of 30 mm.
We carry in and assemble and weld. Mortar is injected into the gap with the secondary lining. In addition, the part which becomes a complicated groove of a shaft tunnel connection part is manufactured in a factory, and it becomes a straight welding work on site.
【0019】(3)取・放水口工(図21参照) 取水口13工事は、復水器冷却用水の冷却効率の向上を
考慮して例えば沖合500m、水深約15mの位置に直
径15mの鉛直取水式の鋼製取水口13の設置工事であ
る。放水口13工事は温排水又は冷排水が付近の環境に
悪影響を及ぼさない位置に開口する。(3) Intake / discharge port construction (see FIG. 21) Intake port 13 construction is performed, for example, in a vertical position having a diameter of 15 m at a position of 500 m offshore and at a depth of about 15 m in consideration of improvement of cooling efficiency of condenser cooling water. This is the installation work of the intake type steel intake 13. The outlet 13 is opened at a position where hot or cold drainage does not adversely affect the surrounding environment.
【0020】取・放水口据付の準備作業手順は、図23
に示す通り、水上資材床3b・作業床3の撤去→砕石マ
ウンドの撤去、床掘り→根固めコンクリート型枠セット
→裏込砂利投入→根固めコンクリート打設→取・放水口
据付の順で施工される。FIG. 23 is a flow chart showing a preparation work procedure for installation of the intake / discharge port.
As shown in above, removal of water material floor 3b and work floor 3 → Removal of crushed stone mound, floor excavation → reinforced concrete formwork set → backfill gravel input → reinforced concrete placement → construction of intake and discharge outlet Is done.
【0021】I.水上資材、作業床撤去 資材床3b上部結構材、覆工板などを作業床3上のクロ
ーラークレーンで解体する。基礎杭(14本)はクレー
ン船に引抜用バイブロハンマーを装備して引抜く。作業
床3は2分割して、例えば2,000t級クレーン船で
吊り運搬する。I. Water material, work floor removal The structural material on the material floor 3b, the lining board, etc. are dismantled by a crawler crane on the work floor 3. The foundation pile (14) is pulled out by equipping a crane ship with a pull-out vibro hammer. The work floor 3 is divided into two parts and suspended and transported by, for example, a 2,000 t class crane ship.
【0022】II.砕石マウンド撤去、床掘り 資材床3撤去後、クラブ船で砕石マウンド2を撤去す
る。現場周辺には汚濁防止膜を展張し周辺の汚濁に留意
する。砕石撤去後、図23で示す手順で根固め水中コン
クリート28打設のため、例えばEL−12m〜EL−
14mまでクラブ船で切取る。切取作業中はダイバーの
指示によりバケットを昇降する。II. Removal of crushed stone mound, floor digging After removing material floor 3, remove crushed stone mound 2 by club ship. Spread a pollution control film around the site and pay attention to the surrounding pollution. After removing the crushed stones, for example, EL-12m to EL-
Cut to 14m with a club ship. During the cutting operation, the bucket is moved up and down according to a diver's instruction.
【0023】III .根固めコンクリート型枠据付 型枠は埠頭で大組みし例えば100t吊級旋回クレーン
船で運搬据付ける。III. Installation of concrete formwork with rooting The formwork is assembled on a wharf and transported and installed, for example, by a 100-ton suspension class swiveling crane ship.
【0024】IV.根固めコンクリート打設 ミキサー車で陸送し、ここから連絡桟橋8先端まで例え
ば数100mをφ150mmのパイプ配管を通してポンプ
圧送する。ポンプ圧送は、輸送距離が長いため、中間ポ
ンプを設置し2段圧送で行う。連絡桟橋8先端から水中
間はゴム管を使用するが、距離が長くダイバーが支え切
れない時は、中間部を例えば50t級吊旋回クレーン船
で支持する。打設フローチャートを図24に示す。IV. Rooting concrete Placed by land with a mixer truck, for example, pumping several hundred meters from here to the tip of the connecting pier 8 through a φ150 mm pipe. Pumping is performed by two-stage pumping with an intermediate pump installed because the transport distance is long. A rubber tube is used in the middle of the water from the tip of the connecting pier 8, but when the distance is too long to support the diver, the middle portion is supported by, for example, a 50t class suspended swiveling crane ship. FIG. 24 shows a casting flowchart.
【0025】V.取・放水口据付 図25に示すよう取・放水口13据付に先立ってドック
岸壁において取・放水口13上部13aフランジ29面
に木製の防護キャンバー30及び立坑9上端開口上に予
め水中コンクリート31固めしてある取・放水口13下
部13b受口32への誘導金具33を、又取・放水口1
3上部13a上面に視準棒34を取付ける。取・放水口
13(例えば重量200トン)はドック岸壁で吊込み、
起重機船で現地まで曳船する。同図中35は呑口、36
は吊ワイヤーである。V. Installation of intake / drainage outlet As shown in FIG. 25, prior to installation of the intake / drainage outlet 13, at the dock quay, the wooden protective camber 30 and the underwater concrete 31 are previously set on the upper end opening of the wooden protection camber 30 and the shaft 9 at the upper surface 13a flange 29a. The guide fitting 33 to the intake / water outlet 13 lower part 13b receiving port 32 which has been set, and the intake / water outlet 1
3. The collimating rod 34 is mounted on the upper surface of the upper part 13a. The intake / discharge port 13 (for example, 200 tons) is suspended at the dock quay,
Tow to the site by a hoist ship. In the same figure, 35 is a drinker, 36
Is a hanging wire.
【0026】船団内訳は例えば次の通りとする。 The breakdown of the fleet is as follows, for example.
【0027】位置決めは、例えば2,000t級起重機
船を所定の位置にアンカー固定した後、水上測量台から
側線方向を陸上7からセンター方向をトランシットによ
り前もって取付けてある4本の視準棒34を測定し位置
決めをする。据付に当っては、下部13bの上端フラン
ジ37の上方3mからは徐々にダイバーで誘導しなが
ら、取・放水口13上部13aフランジ29と下部13
bフランジ37に亙り取付ける。For positioning, for example, after anchoring a 2,000-t class hoist ship at a predetermined position, four collimating rods 34 previously mounted by transit from the surface survey stand to the side line from the land 7 to the center direction by transit are used. Measure and position. At the time of installation, the upper and lower outlets 13a and 13a of the upper and lower outlets 13a and 13b are gradually guided by a diver from 3m above the upper end flange 37 of the lower portion 13b.
b Install over the flange 37.
【0028】仮ボルト38取付後、再度例えば300mm
吊り上げ、防護キャンバー30をダイバーで取り除き、
徐々に取・放水口13上部13aを下げフランジ29と
37の対接面を接着させ本ボルトをセットし締め付け
る。ボルト締め付け確認は検査ダイバーがボルトトルク
について確認する。取・放水口据付フローチャートは図
26に示す。以上が本発明との比較において敢えて詳し
く述べた従来行われてきた取・放水口据付のための複雑
かつ延々と続く多工程に亙る一連の作業工事である。After the provisional bolt 38 is attached, for example, 300 mm
Lift, remove the protective camber 30 with a diver,
Gradually lower the upper portion 13a of the water intake / discharge port 13 and make the contact surfaces of the flanges 29 and 37 adhere to each other, and set and tighten this bolt. In the bolt tightening check, the inspection diver checks the bolt torque. FIG. 26 shows a flow chart for installing the intake / discharge port. The above is a series of complicated and endless multi-step work for installation of a water intake / discharge port which has been conventionally performed in detail in comparison with the present invention.
【0029】[0029]
【発明が解決しようとする課題】このような従来の取・
放水口構築法は、準備工として水上作業床設置工程及び
連絡桟橋設置工程とドライ式立坑工としてのケーソン構
築・沈下掘削工程、中埋コンクリート打設工程とドライ
式接続工としての取・放水路トンネル接続工程と、本作
業工の取・放水口据付工程と続き大規模かつ長工期、ま
た大コストの大変な工事を余儀なくされていた。SUMMARY OF THE INVENTION
The water outlet construction method is the preparatory work for setting up a floating work floor and connecting pier, the caisson construction and sinking excavation process as a dry shaft, the embankment concrete placing process, and the intake and discharge channel as a dry connection. Following the tunnel connection process and the installation / outlet outlet installation process of this work, large-scale, long-term construction and large-cost, heavy-duty work had to be performed.
【0030】当該従来工事に使用される機械、人員、工
事船団、建機台数、特殊車両等計り知れず、複雑多工程
による大規模工事と現場長期工事のために周辺環境破壊
や水上交通の支障、漁業操業の悪影響及び水産物の不漁
による漁業保障等の多く問題を招来する危険が生ずる。
これ等は、立坑工及び接続工をドライ式施工で実施する
ことに帰因している。しかも水上作業床、作業構台、連
絡桟橋は一回限りの使い捨て解体となり不経済である。Machines, personnel, construction fleet, number of construction machines, special vehicles, etc. used in the conventional construction are incalculable, and large-scale construction with complicated multi-processes and long-term construction at the site cause destruction of the surrounding environment and hindrance to water traffic. In addition, there is a risk of causing many problems such as adverse effects of fishing operations and fisheries security due to non-fishing of marine products.
These are attributable to the fact that the shaft and connecting works are carried out by dry construction. Moreover, the floating floor, working gantry and connecting pier are disposable and dismantled only once, which is uneconomical.
【0031】ここにおいて、本発明の解決すべき主要な
目的は次の通りである。本発明の第1の目的は、前記従
来難工事に鑑み、発想を転換して作業の合理化、効率
化、能率化、集約化、単純化を計り、小規模、現場短工
期、低コストを達成する取・放水装置水中構築工法及び
プレハブ取・放水装置を提供せんとするものである。Here, the main objects to be solved by the present invention are as follows. A first object of the present invention is to achieve a small-scale, short construction period, and low cost by changing the way of thinking in consideration of the above-mentioned conventional difficult construction, and by rationalizing, streamlining, streamlining, consolidating, and simplifying the work. Water supply and drainage equipment underwater construction method and prefabricated water intake and discharge equipment.
【0032】本発明の第2の目的は、前記従来工法の現
場準備工と現場後始末工を省略し得る取・放水装置水中
構築工法及びプレハブ取・放水装置を提供せんとするも
のである。A second object of the present invention is to provide an underwater construction method and a prefabricated take-off / water discharge device which can omit the on-site preparation work and on-site cleaning work of the conventional method.
【0033】本発明の第3の目的は、従来工法の現場ド
ライ式立坑工及びドライ式接続工をダイバー主導による
プレハブウェット式で水中施工し得る取・放水装置水中
構築工法及びプレハブ取・放水装置を提供せんとするも
のである。A third object of the present invention is to provide a prefab wet type underwater construction method and a prefabricated takeoff / water discharge apparatus capable of underwater construction of a dry shaft and a dry connection method of a conventional construction method in a prefab wet type led by a diver. Is to be provided.
【0034】本発明の第4の目的は、陸上車輌を全く使
用することなく機械、人員、工事船団等の使用数を大幅
に削減することにより周辺環境にやさしく、水上交通や
漁業操業等に可及的に悪影響を及ぼさない取・放水装置
水中構築工法及びプレハブ取・放水装置を提供せんとす
るものである。A fourth object of the present invention is to be friendly to the surrounding environment by greatly reducing the number of machines, personnel, construction fleets and the like without using land vehicles at all, and to be applicable to water traffic and fishing operations. It is an object of the present invention to provide an underwater construction method and a prefabricated intake / discharge device that do not adversely affect the water.
【0035】本発明のその他の目的は、明細書、図面、
特に特許請求の範囲の各請求項の記載から自ずと明らか
となろう。Other objects of the present invention are as follows:
In particular, it will be obvious from the description of each claim in the claims.
【0036】[0036]
【課題を解決するための手段】本発明は、上記課題の解
決に当り、取・放水口設置予定の水底域地中まで到達し
たシールドトンネル先端近傍上側にプレハブ取・放水装
置を一体植立連結設置する一連の作業に、ダイバー主導
のプレハブウェット式によりただちに水中本施工を行っ
て従来工法の現場ドライ式立坑工及びドライ式接続工に
伴う現場準備工と現場後始末工を省略するよう構成す
る。SUMMARY OF THE INVENTION In order to solve the above-mentioned problems, according to the present invention, a prefabricated take-off / discharge device is integrally planted and connected to an upper portion near the tip of a shield tunnel which has reached the bottom of a water bottom area where an intake / discharge port is to be installed. In a series of installation work, diver-led, prefabricated wet type immediately performs underwater main construction, and eliminates the on-site dry shaft construction and the on-site preparatory work and on-site cleanup work associated with the conventional method .
【0037】さらに、具体的詳細に述べると、当該課題
の解決では、本発明が次に列挙するそれぞれの新規な特
徴的構成手法及び手段を採用することにより前記目的を
達成するように為される。More specifically, in order to solve the above-mentioned problems, the present invention has been made so as to achieve the above object by adopting each of the novel characteristic constitution methods and means described below. .
【0038】即ち、本発明工法の第1の特徴は、取・放
水口設置予定の水底域地中まで到達するシールドトンネ
ルを掘進構築する第1工程と、当該取・放水口設置予定
の水底域の地盤を掘削して前記シールドトンネルの先端
部上側を露出する第2工程と、当該シールドトンネル先
端部所定上側のトンネルセグメントを取り外して取・放
水口を冠するプレハブ立坑本体のアンカー基部の据付着
座部を形成する第3工程と、当該据付着座部上に別途製
作用意した前記アンカー基部を安置して、前記取・放水
口を冠する前記プレハブ立坑本体を設立する第4工程
と、当該安置したアンカー基部と前記据付着座部とに亙
り、水中コンクリートを据付打設してシーリング接合す
る第5工程と、前記掘削した地盤を埋め戻して当該プレ
ハブ立坑本体の予定部分を埋設する第6工程と、を順次
踏んで一貫経過してなる取・放水装置水中構築工法の構
成採用にある。That is, the first feature of the method of the present invention is that a first step of excavating and constructing a shield tunnel reaching the underwater area where the intake / discharge port is to be installed, and a water bottom area where the intake / discharge port is to be installed. A second step of excavating the ground of the shield tunnel and exposing the upper end of the shield tunnel, and removing a tunnel segment at a predetermined upper end of the shield tunnel and removing and attaching a water discharge port. A third step of forming a part, and a fourth step of laying down the separately manufactured and prepared anchor base on the attachment seat part to establish the prefabricated shaft main body that covers the intake / drainage port, and A fifth step of installing and casting underwater concrete and sealingly joining the anchor base and the installation seat portion, and backing the excavated ground to schedule the prefabricated shaft body A sixth step of embedding the partial, sequentially stepped in configuration adopted consistently passed to become preparative-water discharge device underwater construction method a certain.
【0039】本発明工法の第2の特徴は、前記本発明工
法の第1の特徴における第1工程が、シールドトンネル
構築後に内部に注水する注水工程の第1a工程を付帯し
てなる取・放水装置水中構築工法の構成採用にある。A second feature of the method of the present invention is that the first step in the first feature of the method of the present invention is an intake / discharge step in which a first step a of a water injection step of injecting water after the construction of the shield tunnel is added. It is in the configuration adoption of the equipment underwater construction method.
【0040】本発明工法の第3の特徴は、前記本発明工
法の第1の特徴における第2乃至第6工程が、ダイバー
や時には自走式水中作業ロボット等を伴う水中作業工で
ある取・放水装置構築工法の構成採用にある。A third feature of the method of the present invention is that the second to sixth steps in the first feature of the method of the present invention are an underwater work with a diver and sometimes a self-propelled underwater work robot. It consists in adopting the construction of the water discharge device construction method.
【0041】本発明工法の第4の特徴は、前記本発明工
法の第1、第2又は第3の特徴におけるトンネルセグメ
ントの取り外しが、シールドトンネル内外におけるダイ
バーの協力作業である取・放水装置水中構築工法の構成
採用にある。A fourth feature of the method of the present invention is that the removal of the tunnel segment in the first, second or third feature of the method of the present invention is a cooperation between divers inside and outside a shield tunnel. It is in the adoption of the construction method.
【0042】本発明工法の第5の特徴は、前記本発明工
法の第1、第2、第3又は第4の特徴における取・放水
口を冠するプレハブ立坑本体が、当該プレハブ立坑本体
に対して当該取・放水口を一体プレハブ形成してなる取
・放水装置水中構築工法の構成採用にある。A fifth feature of the method of the present invention is that the prefabricated shaft body covering the intake / discharge port in the first, second, third or fourth feature of the method of the present invention is different from the prefabricated shaft body with respect to the prefabricated shaft body. In this case, the water intake / discharge port is formed as an integral prefabricated water intake / discharge device, and the construction of the underwater construction method is adopted.
【0043】本発明工法の第6の特徴は、前記本発明工
法の第1、第2、第3又は第4の特徴における取・放水
口を冠するプレハブ立坑本体が、アンカー基部と一体の
下部と、取・放水口と一体の上部と、の少なくとも二部
材からなる取・放水装置水中構築工法の構成採用にあ
る。A sixth feature of the method of the present invention is that the prefabricated shaft main body which covers the intake / discharge port in the first, second, third or fourth feature of the above-mentioned method of the present invention is a lower part integral with the anchor base. And an intake / discharge device underwater construction method comprising at least two members: an intake / discharge port and an upper portion integrated with the intake / discharge port.
【0044】本発明工法の第7の特徴は、前記本発明工
法の第1、第2、第3、第4又は第5の特徴における第
4工程が、シールドトンネルの据付着座部上にアンカー
基部を位置決め安置して取・放水口と一体のプレハブ立
坑本体を内部相互連通自在に根立する植立工法の一工程
からなる取・放水装置水中構築工法の構成採用にある。A seventh feature of the method of the present invention is that the fourth step in the first, second, third, fourth or fifth feature of the method of the present invention is such that the anchor base is provided on the mounting seat of the shield tunnel. The present invention resides in the adoption of an underwater construction method of a water intake / discharge device which is one step of a planting method in which a prefabricated shaft body integrated with a water intake / discharge port is erected and the interior of the prefabricated shaft body is erected freely.
【0045】本発明工法の第8の特徴は、前記本発明工
法の第1、第2、第3、第4又は第6の特徴における第
4工程が、シールドンネルの据付着座部上にアンカー基
部を位置決め安置してプレハブ立坑本体下部を内部相互
連通自在に根立する植立工程と、当該植立したプレハブ
立坑本体下部上端に、取・放水口と一体のプレハブ立坑
本体上部下端を積立て状に積み上げ連結する取・放水口
水中取付工程と、の少なくとも二工程からなる取・放水
装置水中構築工法の構成採用にある。An eighth feature of the method of the present invention is that the fourth step in the first, second, third, fourth or sixth feature of the method of the present invention is such that the anchor base is provided on the installation seat of the shield tunnel. A positioning process in which the lower part of the prefabricated shaft main body is erected and the lower part of the prefabricated shaft main body integrated with the intake / discharge port is piled up at the upper end of the lower part of the prefabricated shaft main body that has been planted. The present invention resides in adopting a configuration of an underwater construction method of an intake / discharge device including at least two steps of an intake / discharge port underwater installation step of connecting.
【0046】本発明工法の第9の特徴は、前記本発明工
法の第7の特徴における植立工程が、開放状態のプレハ
ブ立坑本体及び取・放水口を水中に沈下し、内部に注水
した上で内外からのダイバーの協力作業の下に遂行され
てなる取・放水装置水中構築工法の構成採用にある。A ninth feature of the present invention is that, in the planting step in the seventh feature of the present invention, the prefabricated shaft main body and the intake / discharge port in an open state are submerged in water and injected into the interior. And the construction of the underwater construction method of the intake / discharge device which is performed under the cooperation of divers from inside and outside.
【0047】本発明工法の第10の特徴は、前記本発明
工法の第8の特徴における植立工程と取・放水口取付工
程が、解放状態のプレハブ立坑本体上下両部と取・放水
口を水中に沈下し内部に注水した上で内外からのダイバ
ーの協力作業の下に遂行されてなる取・放水装置水中構
築工法の構成採用にある。A tenth feature of the present invention is that the planting step and the intake / drainage outlet mounting step in the eighth aspect of the present invention are characterized in that the upper and lower portions of the prefabricated shaft main body and the intake / drainage outlet in the open state are separated. It consists in the construction of an underwater construction method of a water intake / discharge device that is submerged in water, injected into the interior, and performed under the cooperation of divers from inside and outside.
【0048】本発明工法の第11の特徴は、前記本発明
工法の第1、第2、第3、第4、第5、第6、第7、第
8、第9又は第10の特徴における水底域が、沖合海底
域又は大河口や大運河や大河川の河底域である取・放水
装置水中構築工法の構成採用にある。The eleventh feature of the method of the present invention is the first, second, third, fourth, fifth, sixth, seventh, eighth, ninth or tenth feature of the method of the present invention. The water bottom area is an offshore sea bottom area or a river mouth area of a large estuary, a large canal, or a large river.
【0049】本発明装置の第1の特徴は、別途陸上や埠
頭ドッグ等で製作するとともにシールドトンネル先端部
所定上側のトンネルセグメントを取り外して形成した据
付着座部に合致載座自在なアンカー基部を下端に形成し
かつ上端に取・放水口を冠してなるプレハブ取・放水装
置の構成採用にある。The first feature of the apparatus of the present invention is that an anchor base, which is separately manufactured on land or at a quay dog or the like and is detachable from a fixed upper end portion of a shield tunnel at a predetermined upper portion of a shield tunnel, is fitted at a lower end thereof. And a prefabricated intake / discharge device having a water intake / exhaust port at the upper end.
【0050】本発明装置の第2の特徴は、前記本発明装
置の第1の特徴におけるプレハブ立坑本体が、上端及び
下端にそれぞれ取・放水口及びアンカー基部を一体プレ
ハブ形成した一部材からなる取・放水装置の構成採用に
ある。A second feature of the present invention is that the prefabricated shaft main body in the first feature of the present invention is formed by a single member in which an intake / discharge port and an anchor base are integrally prefabricated at an upper end and a lower end, respectively.・ The configuration of the water discharge device is adopted.
【0051】本発明装置の第3の特徴は、前記本発明装
置の第1の特徴におけるプレハブ立坑本体が、アンカー
基部と一体のプレハブ下部と、取・放水口と一体のプレ
ハブ上部と、の少なくとも二部材からなるプレハブ取・
放水装置の構成採用にある。A third feature of the device of the present invention is that the prefabricated shaft main body in the first feature of the device of the present invention has at least a prefabricated lower part integrated with an anchor base and a prefabricated upper part integrated with an intake / discharge port. Prefabricated two-piece
The configuration of the water discharge device is adopted.
【0052】[0052]
(実施形態例1)本発明工法の第1実施形態例の施工手
順を図面について説明する。図1乃至図6は本実施形態
例の作業進捗段階を示す第1乃至第6工程説明図、図7
は同・フローチャートである。なお、前記従来例工法を
示す図11乃至図26中同一部分又は同一物は同一符号
を付して説明の重複を避けた。(Embodiment 1) A construction procedure according to a first embodiment of the present invention will be described with reference to the drawings. 1 to 6 are explanatory diagrams of first to sixth steps showing work progress stages of this embodiment, and FIGS.
Is the same flowchart. In FIGS. 11 to 26 showing the conventional method, the same portions or the same components are denoted by the same reference numerals, and the description will not be repeated.
【0053】本実施形態例の施工は、まず、陸側からシ
ールドトンネル掘削機により取・放水口39設置予定の
水底域1地中までシールドトンネル12を掘進到達して
構築する第1工程(図1)と、シールドトンネル掘削機
か機材を撤去後、当該第1工程に付帯して予め浮力を減
衰して置くため構築されたシールドトンネル12内部に
連通する陸上7側から図中矢印で示す注水を行う注水工
程の第1a工程(図7)と、掘削バケット船40のクラ
ブバケット41で取・放水口39設置予定の水底域1の
地盤をダイバーや、時には遠隔操作又はダイバー操縦の
自走式水中作業ロボット等の協力を得て掘削し、シール
ドトンネル12先端部の所定上側を露出する第2工程
(図2)とを経る。In the construction of the embodiment, first, the shield tunnel 12 is excavated from the land side to the underground area 1 where the intake / discharge port 39 is to be installed by the shield tunnel excavator to construct the first step (FIG. 1), after removing the shield tunnel excavator or equipment, water injection indicated by an arrow in the figure from the land 7 side communicating with the inside of the shield tunnel 12 constructed in advance to attenuate the buoyancy accompanying the first step. 1a of the water injection step (FIG. 7) of the excavation bucket ship 40, and the ground of the water bottom area 1 where the water intake / discharge port 39 is to be set by the club bucket 41 of the drilling bucket ship 40 is divers, and sometimes self-propelled by remote control or diver control. Excavation is performed with the cooperation of an underwater working robot or the like, and the second step (FIG. 2) of exposing a predetermined upper side of the tip of the shield tunnel 12 is performed.
【0054】次いで、シールドトンネル12先端部所定
上側のトンネルセグメント12aをシールドトンネル1
2の内外からのダイバーの協力を得て取り外し、クレー
ン付台船42の旋回クレーン43のワイヤ43aで吊上
げて、水上待機する台船44に積み込んで行き、プレハ
ブ立坑本体45下部45aのアンカー基部46の据付着
座部47を形成する第3工程(図3)を経過する。Next, the tunnel segment 12a at a predetermined upper end of the shield tunnel 12 is connected to the shield tunnel 1
2 with the cooperation of divers from inside and outside, and lifted by the wire 43a of the rotating crane 43 of the barge with crane 42, loaded onto the barge 44 waiting on water, and then anchored to the anchor base 46 of the lower part 45a of the prefabricated shaft main body 45. The third step (FIG. 3) of forming the attachment seat portion 47 of FIG.
【0055】引続き、別途工場等の陸上7や埠頭ドッグ
等でプレキャスト等により製作用意し現場に吊上げクレ
ーン船48にて曳航した取・放水口39を一体冠したプ
レハブ立坑本体45のアンカー基部46を据付着座部4
7に安置してプレハブ立坑本体45を設立する第4工程
に際しては、取・放水口39を冠するプレハブ立坑本体
45は、アンカー基部46と一体のプレハブ下部45a
と取・放水口39と一体のプレハブ上部45bとの二分
割可能な二部分からなる。Subsequently, the anchor base 46 of the prefabricated shaft main body 45, which is separately manufactured and prepared by precasting on the land 7 of a factory or the like or at a pier dog or the like, and is integrally provided with the intake / drainage port 39 towed by a crane ship 48 at the site. Stationary seat 4
7, a prefabricated shaft main body 45 covering the intake / discharge port 39 is provided with a prefabricated lower part 45a integral with the anchor base 46.
And a prefabricated upper portion 45b integral with the intake / drainage port 39.
【0056】その為、シールドトンネル12の据付着座
部47上に、吊上げクレーン船48により現場に運ばれ
たプレハブ立坑本体下部45aを吊上げクレーン船48
の旋回クレーン49で水中に沈下し、内部に注水しつつ
プレハブ立坑本体下部45a内外からダイバーの協力を
得てプレハブ立坑本体下部45aのアンカー基部46を
内部相互連通自在に位置決め安置して根立する植立工程
(図4)の第4a工程(図7)と、吊上げクレーン船4
8によりやはり現場に運ばれたプレハブ立坑本体上部4
5bを吊上げクレーン船48の旋回クレーン49で水中
に沈下し、取・放水口39ともども内部に注水しつつ内
外からダイバーの協力を得てプレハブ立坑本体下部45
上端のフランジ50上にプレハブ立坑本体上部45a下
端のフランジ51とを積立て状に心合わせ積上げてボル
ト等適宜手段にて連結接合する取・放水口水中取付工程
(図5)の第4b工程(図7)とを経由することとな
る。Therefore, the lower part 45a of the prefabricated shaft main body carried to the site by the lifting crane ship 48 is mounted on the attachment seat portion 47 of the shield tunnel 12 by the lifting crane ship 48.
Submerged in the water with the swiveling crane 49, and while pouring water into the inside, with the cooperation of divers from inside and outside the lower part of the prefabricated shaft main body 45a, the anchor base 46 of the lower prefabricated shaft body 45a is positioned so as to be able to communicate with each other internally, and is planted. Step 4a (FIG. 7) of the standing process (FIG. 4) and the lifting crane ship 4
Prefabricated shaft main body upper part 4 also carried to the site by 8
5b is submerged in the water by the swiveling crane 49 of the lifting crane ship 48, and the inside and outside of the prefabricated shaft main body lower part 45 are obtained with the cooperation of divers from inside and outside while injecting water into and out of the intake and discharge ports 39.
4b step (FIG. 5) of an underwater installation step (FIG. 5) in which a prefabricated shaft main body upper part 45a and a lower end flange 51a are centered and piled up on the upper end flange 50 in a stacked state and connected and joined by appropriate means such as bolts. 7).
【0057】更に、コンクリートミキサー船によりアン
カー基部46と据付着座部47とに亙り内外からダイバ
ーの協力を得て水中コンクリート52を根付け打設して
シーリング接合する第5工程(図6)と、掘削した地盤
53をバケット船のクラブバケットによりダイバーの協
力を得て、元の水底域1に埋戻してプレハブ立坑本体上
・下両部45a,45bの予定高さ迄埋設する第6工程
(図6)とを順次踏んで一貫連続経過することにより全
作業を完了する。Further, a fifth step (FIG. 6) of rooting and submerging and sealing the underwater concrete 52 with the help of a diver from inside and outside over the anchor base 46 and the mounting seat 47 by means of a concrete mixer ship (FIG. 6), A sixth step of burying the ground 53 with the clubbed of a bucket ship with the cooperation of a diver and returning it to the original water bottom area 1 and burying it to the predetermined height of the upper and lower portions 45a and 45b of the prefabricated shaft body (FIG. 6) ) Are sequentially performed to complete the entire operation.
【0058】(実施形態例2)本発明工法の第2実施形
態例の施工手順を図面について説明する。図8乃至図1
0は実施形態例の第4乃至第6工程説明図である。な
お、前記第1実施形態例工法を示す図1乃至図6中同一
部分又は同一物は同一符号を付して説明の重複を避け
た。(Embodiment 2) A construction procedure according to a second embodiment of the present invention will be described with reference to the drawings. 8 to 1
0 is an explanatory view of the fourth to sixth steps of the embodiment. In FIGS. 1 to 6 showing the method of the first embodiment, the same portions or the same components are denoted by the same reference characters and description thereof will not be repeated.
【0059】本実施形態例の施工では、第1工程乃至第
3工程の前半工程は、前記第1実施形態例の図1乃至図
3と同様の工程内容及び手順であるので説明を省略し後
半工程である第4乃至第6工程の作業進捗各段階を順を
追って説明する。In the construction of this embodiment, the first half of the first to third steps has the same contents and steps as those of FIGS. 1 to 3 of the first embodiment, and therefore the description is omitted and the latter half is omitted. Each step of the work progress of the fourth to sixth steps, which are the steps, will be described in order.
【0060】第3工程に引き続き、別途工場等の陸上7
や埠頭ドッグ等でプレキャスト等により製作用意し現場
に吊上げクレーン船48にて曳航した取・放水口39を
一体冠したプレハブ立坑本体45のアンカー基部46を
据付着座部47に安置してプレハブ立坑本体45を設立
する第4工程(図8)に際しては、プレハブ立坑本体4
5の上下端にはそれぞれ取・放水口39とアンカー基部
46とを成形段階で一体プレハブ形成した一部材からな
る。Subsequent to the third step, on land 7 such as a factory
A prefabricated shaft body is prepared by precasting at a pier or wharf dog, etc., and an anchor base 46 of a prefabricated shaft body 45 integrally provided with an intake / discharge port 39 towed by a crane ship 48 lifted to the site and placed on an attachment seat 47. In the fourth step (FIG. 8) of establishing the prefabricated shaft 45,
Each of the upper and lower ends 5 is formed of one member in which a water intake / discharge port 39 and an anchor base 46 are integrally formed in a prefabricated step in a molding step.
【0061】その為、図9に示すようシールドトンネル
12の据付着座部47上に吊上げクレーン船48により
現場に運ばれたプレハブ立坑本体45を吊上げクレーン
船48の旋回クレーン49で水中に沈下し、内部に注水
しつつプレハブ立坑本体45内外からダイバーの協力を
得てプレハブ立坑本体45の下端アンカー基部46を内
部相互連通自在に位置決め安置して根立する植立工程を
踏む第4工程のみで取・放水装置自体がシールドトンネ
ル12の据付着座部47上にただちに水中取り付けられ
る(図7の第4工程参照)。従って、第1実施形態例の
第4a乃至第4b工程の2工程は必要なく1工程で済
む。For this reason, as shown in FIG. 9, the prefabricated shaft main body 45 carried to the site by the lifting crane ship 48 on the attachment seat portion 47 of the shield tunnel 12 is submerged in the water by the rotating crane 49 of the lifting crane ship 48, With the cooperation of a diver from inside and outside of the prefabricated shaft body 45 while pouring water inside, only the fourth step, which is a planting step in which the lower anchor base 46 of the prefabricated shaft body 45 is positioned so as to freely communicate with each other and is erected, is established. The water discharge device itself is immediately mounted underwater on the attachment seat 47 of the shield tunnel 12 (see the fourth step in FIG. 7). Therefore, two steps of the 4a to 4b steps of the first embodiment are not required, and only one step is required.
【0062】更に、コンクリートミキサー船によりアン
カー基部46と据付着座部47とに亙り内外からダイバ
ーの協力を得て水中コンクリート52を据付け打設して
シーリング接合する第5工程(図10)を経過する。そ
の後は、前記第1実施形態例の第6工程と同一作業が水
中施工され全作業を完了する。Further, a fifth step (FIG. 10) is performed in which the underwater concrete 52 is installed and driven by the concrete mixer ship over the anchor base 46 and the installation seat 47 with the cooperation of a diver from the inside and outside, and sealingly joined. . Thereafter, the same work as the sixth step of the first embodiment is performed underwater, and the whole work is completed.
【0063】なお、第1実施形態例では、第4工程では
プレハブ本体立坑45を上下二分割とするも第2実施形
態例は、規模や設置環境により一体型でも良いし、二分
割以上あるいは取・放水口と分割可能でも良い。このよ
うに、本実施形態例の一連の工程は、前記従来例工法で
長々と説明した工程に比し遥かに現場工が集約化、単純
化されていることがわかる。In the first embodiment, the prefabricated main shaft 45 is divided into upper and lower parts in the fourth step. However, in the second embodiment, the prefabricated shaft 45 may be integrated depending on the scale and installation environment.・ It may be splittable with the outlet. As described above, it can be seen that the series of steps in the embodiment is far more intensive and simplified than the steps described in the above-described conventional method.
【0064】[0064]
【発明の効果】かくして、本発明によれば、立坑工及び
接続工を内部に注水して内外からダイバーの協力を得る
プレハブウェット施工であるため従来のような現場ドラ
イ施工の立坑が必要なくなる結果、大規模地盤改良工事
(凍結工法・深層混合処理等)の省略が可能となり、水
上部作業床、作業構台、桟橋が不要となり現場準備工及
び現場後始末工も省略出来、しかも最終接合時における
土砂流入の危険性を回避し得る。As described above, according to the present invention, since the shaft is prefabricated and the divers cooperate from inside and outside by injecting the shaft and the connection into the inside, the shaft of the conventional on-site dry construction is not required. It is possible to omit large-scale ground improvement work (freezing method, deep mixing process, etc.), no work surface above the floor, work gantry, pier is required, and site preparation work and post-installation work can be omitted. The risk of sediment inflow can be avoided.
【0065】それ故に、作業の合理化、能率化、効率
化、集約化、単純化を計り、小規模、現場短工期、低コ
ストを達成し得るとともに陸上車輌を全く使用すること
なく機械、人員、工事船団等の使用数も大幅に削減する
ことにより周辺環境や水上交通や漁業操業等に可及的に
悪影響を及ぼさない等優れた効果を奏する。Therefore, the work can be rationalized, streamlined, streamlined, streamlined, centralized, and simplified, and can achieve small scale, short construction period, low cost, and without using land vehicles at all. By greatly reducing the number of construction fleets used, it has excellent effects such as not adversely affecting the surrounding environment, water traffic and fishing operations as much as possible.
【図1】本発明の第1実施形態例を示す第1乃至第1a
工程説明図である。FIG. 1 is a view showing first to first embodiments showing a first embodiment of the present invention;
It is a process explanatory view.
【図2】同上第2工程説明図である。FIG. 2 is an explanatory view of a second step of the above.
【図3】同上第3工程説明図である。FIG. 3 is an explanatory view of a third step of the above.
【図4】同上第4工程中、植立工程の第4a工程説明図
である。FIG. 4 is an explanatory view of a step 4a of the planting step in the fourth step.
【図5】同上第4工程中、取・放水口取付け工程の第4
b工程説明図である。FIG. 5: In the fourth step of the above, the fourth step of the intake / water outlet mounting step
It is process explanatory drawing b.
【図6】同上第5乃至第6工程説明図である。FIG. 6 is an explanatory view of a fifth to sixth steps of the above.
【図7】同上全体のフローチャートである。FIG. 7 is an overall flowchart of the same.
【図8】本発明の第2実施形態例を示す第4工程前段説
明図である。FIG. 8 is an explanatory diagram showing a first step of a fourth step according to the second embodiment of the present invention.
【図9】同上第4工程後段説明図である。FIG. 9 is an explanatory diagram of a stage after the fourth step of the above.
【図10】同上第5乃至第6工程の説明図である。FIG. 10 is an explanatory diagram of fifth and sixth steps of the above.
【図11】取・放水口立坑の従来工法を示す水上作業床
設置工程説明図である。FIG. 11 is an explanatory view of a water work floor installation process showing a conventional method of taking / discharging a shaft.
【図12】同上連絡桟橋設置工程説明図である。FIG. 12 is an explanatory view of a connecting pier installation step of the same.
【図13】同上ケーソン構築・沈下掘削工程説明図であ
る。FIG. 13 is an explanatory diagram of a caisson construction / sinking excavation process.
【図14】同上中埋コンクリート打設工程説明図であ
る。FIG. 14 is an explanatory diagram of the same embedded concrete placing process.
【図15】取・放水口工の従来工法を示す取・放水口据
付工程説明図である。FIG. 15 is an explanatory drawing of an intake / discharge port installation process showing a conventional intake / discharge port construction method.
【図16】従来工法における水上作業床据付工事詳細図
である。FIG. 16 is a detailed view of installation work on a water work floor in a conventional method.
【図17】同上リバース掘削工事詳細図である。FIG. 17 is a detailed view of a reverse excavation work according to the third embodiment.
【図18】同上立坑内張管、裏込コンクリート工事詳細
図である。FIG. 18 is a detailed view of the same vertical shaft liner and backing concrete work.
【図19】同上凍結工工事詳細図である。FIG. 19 is a detail view of the same freezing work.
【図20】同上接合工工事詳細図である。FIG. 20 is a detailed view of the same joining work.
【図21】同上取・放水口工事詳細図である。FIG. 21 is a detailed drawing of the work for taking out and discharging water.
【図22】同上リバース掘削施工フローチャートであ
る。FIG. 22 is a flowchart showing a reverse excavation work according to the embodiment.
【図23】同上取・放水口据付準備工フローチャートで
ある。FIG. 23 is a flowchart of a preparatory work for installation and discharge opening of the same.
【図24】同上根固めコンクリート打設フローチャート
である。FIG. 24 is a flow chart of the same root compaction concrete casting.
【図25】同上取・放水口据付本工状態説明図である。FIG. 25 is an explanatory view showing a state of the main work for installing the take-out / discharge port in the same manner.
【図26】同上取・放水口据付本工フローチャートであ
る。FIG. 26 is a flowchart of the main work for installing the intake / discharge port in the same manner.
1…水底域 2…マウンド 3…作業床 3a…作業本体 3b…資材床 4…吊上げ曳航(クレーン)船 5…中杭 6…作業構台 7…陸上 8…連絡桟橋 9…取・放水口立坑 9a…本管上部 9b…立坑本管下部1側破断 10…RCケーソン 11…底詰めコンクリート 12…シールドトンネル 12a,26…セグメント 13,39…取・放水口 13a…取・放水口上部 13b…取・放水口下部 14…埋立護岸 15…孔壁保護管 16…杭 17…アースアンカー 18…大型リバース機 18a…四翼ビット 19…土運船 20,21…クローラクレーン 22…泥水天端 23…現場打ちコンクリート 24…凍結部分 25…スキンプレート 27…一次覆工 28,31,52…水中コンクリート 29,37,50,51…フランジ 30…防護キャンバー 32…受口 33…誘導金具 34…視準棒 35…呑口 36…吊ワイヤー 38…仮ボルト 40…掘削バケット船 41…クラブバケット 42,48…クレーン船 43…台付ワイヤ 44…台船 45…プレハブ立坑本体 45a…プレハブ立坑本体下部 45b…プレハブ立坑本体上部 46…アンカー基部 47…据付着座部 49…旋回クレーン 53…地盤 DESCRIPTION OF SYMBOLS 1 ... Water bottom area 2 ... Mound 3 ... Work floor 3a ... Work body 3b ... Material floor 4 ... Lifting and towing (crane) ship 5 ... Nakapile 6 ... Work gantry 7 ... Land 8 ... Connecting pier 9 ... Taking / discharge port shaft 9a ... Upper part of main pipe 9b ... Lower part of lower part of vertical shaft main part 10 ... RC caisson 11 ... Bottom filling concrete 12 ... Shield tunnel 12a, 26 ... Segment 13, 39 ... intake and outlet 13a ... upper part of intake and outlet 13b ... Lower part of water outlet 14 ... Revetment revetment 15 ... Wall protection pipe 16 ... Pile 17 ... Earth anchor 18 ... Large reverse machine 18a ... Four wing bit 19 ... Earth carrier 20,21 ... Crawler crane 22 ... Muddy head 23 Concrete 24 ... Frozen part 25 ... Skin plate 27 ... Primary lining 28,31,52 ... Underwater concrete 29,37,50,51 ... Flange 30 ... Protective cap Bar 32 ... Receiving port 33 ... Guide fitting 34 ... Collimating rod 35 ... Drinking mouth 36 ... Hanging wire 38 ... Temporary bolt 40 ... Drilling bucket ship 41 ... Club bucket 42, 48 ... Crane ship 43 ... Standing wire 44 ... Barge 45 ... Prefabricated shaft main body 45a ... Prefabricated shaft main body lower part 45b ... Prefabricated shaft main body upper part 46 ... Anchor base 47 ... Stationary attachment seat part 49 ... Revolving crane 53 ... Ground
───────────────────────────────────────────────────── フロントページの続き (72)発明者 田中 亮三 東京都中央区日本橋3丁目1番15号 株式 会社東京久栄内 (72)発明者 新田 孝史 東京都中央区日本橋3丁目1番15号 株式 会社東京久栄内 ──────────────────────────────────────────────────続 き Continuing from the front page (72) Ryozo Tanaka, Inventor 3-1-1, Nihonbashi, Chuo-ku, Tokyo Stock Company, Ltd. Kueinai Tokyo Co., Ltd. (72) Takashi Nitta 3-1-1, Nihonbashi, Chuo-ku, Tokyo Stock Company Company Tokyo Kuei
Claims (14)
するシールドトンネルを掘進構築する第1工程と、 当該取・放水口設置予定の水底域の地盤を掘削して前記
シールドトンネルの先端部上側を露出する第2工程と、 当該シールドトンネル先端部所定上側のトンネルセグメ
ントを取り外して取・放水口を冠するプレハブ立坑本体
のアンカー基部の据付着座部を形成する第3工程と、 当該据付着座部上に別途製作用意した前記アンカー基部
を安置して、前記取・放水口を冠する前記プレハブ立坑
本体を設立する第4工程と、 当該安置したアンカー基部と前記据付着座部とに亙り、
水中コンクリートを根付け打設してシーリング接合する
第5工程と、 前記掘削した地盤を埋戻して当該プレハブ立坑本体の予
定部分を埋設する第6工程と、 を順次踏んで一貫経過する、 ことを特徴とする取・放水装置水中構築工法。A first step of digging and constructing a shield tunnel reaching underground in a water bottom area where an intake / discharge port is to be installed; and excavating a ground in the water bottom area where the intake / discharge port is to be installed. A second step of exposing the upper end of the tip part, a third step of removing the tunnel segment at a predetermined upper part of the shield tunnel tip part, and forming a fixed attachment seat part of an anchor base of the prefabricated shaft body covering the intake / discharge port; A fourth step of laying down the separately prepared anchor base on the detent seat to establish the prefabricated shaft body covering the intake / discharge port; and covering the rested anchor base and the detent seat. ,
A fifth step of rooting and casting the underwater concrete and sealing and a sixth step of burying the excavated ground and burying the scheduled portion of the prefabricated shaft main body, and sequentially proceeding. Intake and water discharge equipment underwater construction method.
1a工程を付帯する、 ことを特徴とする請求項1に記載の取・放水装置水中構
築工法。2. The underwater construction method for an intake / drainage device according to claim 1, wherein the first step includes a first step of a water injection step of injecting water into the inside after the shield tunnel is constructed.
作業工である、 ことを特徴とする請求項1に記載の取・放水装置構築工
法。3. The method according to claim 1, wherein the second to sixth steps are underwater work including a diver and sometimes a self-propelled underwater work robot.
る、 ことを特徴とする請求項1、2又は3に記載の取・放水
装置水中構築工法。4. The underwater construction method for an intake / discharge device according to claim 1, wherein the removal of the tunnel segment is a cooperative operation of a diver inside and outside the shield tunnel.
レハブ形成する、 ことを特徴とする請求項1、2、3又は4に記載の取・
放水装置水中構築工法。5. A prefabricated shaft body covering an intake / discharge port, wherein said intake / discharge port is formed integrally with said prefabricated shaft body as a prefabricated body. Take note of
Water discharge equipment underwater construction method.
放水装置水中構築工法。6. The prefabricated shaft body covering the intake / discharge port comprises at least two members: a lower part integral with the anchor base and an upper part integral with the intake / discharge port. 2, 3, or 4
Water discharge equipment underwater construction method.
決め安置して取・放水口と一体のプレハブ立坑本体を内
部相互連通自在に根立する植立工程の一工程からなる、 ことを特徴とする請求項1、2、3、4又は5に記載の
取・放水装置水中構築工法。7. The fourth step is from the step of the planting step of positioning the anchor base on the attachment seat of the shield tunnel and laying the prefabricated shaft body integral with the intake / discharge port so as to be able to communicate with each other internally. The method of underwater construction of an intake / discharge device according to claim 1, 2, 3, 4, or 5.
決め安置してプレハブ立坑本体下部を内部相互連通自在
に根立する植立工程と、 当該植立したプレハブ立坑本体下部上端に、取・放水口
と一体のプレハブ立坑本体上部下端を積立て状に積み上
げ連結する取・放水口水中取付工程と、 の少なくとも二工程からなる、 ことを特徴とする請求項1、2、3、4又は6に記載の
取・放水装置水中構築工法。8. A fourth step of arranging the anchor base on the mounting seat of the shield tunnel and laying the lower part of the prefabricated shaft main body so that the lower part of the prefabricated shaft body can freely communicate with each other. At least two steps: an underwater installation step, in which an upper end of a prefabricated shaft main body integrated with an intake / discharge port is stacked and connected in an upright manner at an upper end thereof. 7. An underwater construction method for an intake / discharge device according to item 4 or 6.
下し内部に注水した上で内外からダイバーの協力作業の
下に遂行される、 ことを特徴とする請求項7に記載の取・放水装置水中構
築工法。9. The planting step is performed under the cooperation of a diver from inside and outside after the prefabricated shaft body and the intake / discharge port in an open state are submerged in water and injected into the inside. An underwater construction method for an intake / drainage device according to claim 7.
中に沈下し内部に注水した上で内外からのダイバーの協
力作業の下に遂行される、 ことを特徴とする請求項8に記載の取・放水装置水中構
築工法。10. The planting step and the intake / drainage outlet mounting step are performed by submerging the upper and lower portions of the prefabricated shaft main body and the intake / drainage port in the open state, injecting water into the inside, and cooperating with the diver from inside and outside. 9. The method of underwater construction of an intake / discharge device according to claim 8, wherein the method is performed below.
る、 ことを特徴とする請求項1、2、3、4、5、6、7、
8、9又は10に記載の取・放水装置水中構築工法。11. The water bottom area is an offshore sea bottom area or a river mouth area of a great estuary, a great canal, or a major river, according to claim 1, 2, 3, 4, 5, 6, 7,
An underwater construction method for an intake / discharge device according to 8, 9 or 10.
もにシールドトンネル先端部所定上側のトンネルセグメ
ントを取り外して形成した据付着座部に合致載座自在な
アンカー基部を下端に形成しかつ上端に取・放水口を冠
する、 ことを特徴とするプレハブ取・放水装置。12. An anchor base, which is separately manufactured on land or at a quay dog or the like, is formed at a lower end thereof, and can be mounted on the lower end of the shield tunnel at a lower end thereof. A prefabricated take-off / water discharge device, characterized by having a water outlet.
一体プレハブ形成した一部材からなる、 ことを特徴とする請求項12に記載のプレハブ取・放水
装置。13. The prefabricated take-off / discharge device according to claim 12, wherein the prefabricated shaft main body is made of one member in which a take-off / discharge port and an anchor base are integrally formed at an upper end and a lower end, respectively.
装置。14. The prefabricated shaft body according to claim 12, wherein the prefabricated shaft body comprises at least two members: a prefabricated lower portion integral with the anchor base, and a prefabricated upper portion integral with the intake / discharge port.・ Water discharge device.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP23412996A JP3209502B2 (en) | 1996-09-04 | 1996-09-04 | Water intake / discharge equipment underwater construction method |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP23412996A JP3209502B2 (en) | 1996-09-04 | 1996-09-04 | Water intake / discharge equipment underwater construction method |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH1077623A true JPH1077623A (en) | 1998-03-24 |
JP3209502B2 JP3209502B2 (en) | 2001-09-17 |
Family
ID=16966098
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP23412996A Expired - Fee Related JP3209502B2 (en) | 1996-09-04 | 1996-09-04 | Water intake / discharge equipment underwater construction method |
Country Status (1)
Country | Link |
---|---|
JP (1) | JP3209502B2 (en) |
Cited By (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2005113400A (en) * | 2003-10-03 | 2005-04-28 | Chugoku Electric Power Co Inc:The | Construction method for intake |
JP2010185281A (en) * | 2010-04-26 | 2010-08-26 | Chugoku Electric Power Co Inc:The | Intake |
JP2012255276A (en) * | 2011-06-08 | 2012-12-27 | Shimizu Corp | Sand removal method of dam sediment |
-
1996
- 1996-09-04 JP JP23412996A patent/JP3209502B2/en not_active Expired - Fee Related
Cited By (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2005113400A (en) * | 2003-10-03 | 2005-04-28 | Chugoku Electric Power Co Inc:The | Construction method for intake |
JP2010185281A (en) * | 2010-04-26 | 2010-08-26 | Chugoku Electric Power Co Inc:The | Intake |
JP2012255276A (en) * | 2011-06-08 | 2012-12-27 | Shimizu Corp | Sand removal method of dam sediment |
Also Published As
Publication number | Publication date |
---|---|
JP3209502B2 (en) | 2001-09-17 |
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