1267575 玖、發明說明： [發明所屬之技術領域] 本發明係關於一種水中直井之構築方法、水中直井、直 井與橫坑之連結方法、坑構造等。 [先前技術] 習用技術中，在海底等之水底下構築構造物之方法有兩 種，（1):將露出於海面上之鋼管板椿作成暫截斷式之構築 ，施作築島，令沉箱（c a i s s ο η)沉設，以形成作業空間，藉 氣中施工而構築構造物（例如，參考專利文獻丨）。或（2): 在海底作浚渫，設置以預製（p 1· a c a s t)之各項構件，構築以 構造物（例如，參考專利文獻2)。 專利文獻1 :特開2001-342640。 專利文獻2:特開平8-158354 發明擬解決之課題 惟’上述第（1)項方法中，其暫設構造物係突出於海上， 故非設定以必要以上之強度不可，俾可施作內部之排水， 並承受波壓、水壓等所加諸於其上之壓力。又，以第（2)項 方法而言，須在水底作大面積之掘削，故造成極大之環境 影響。 本發明係鑑諸以上之問題，其目的係提供一種可省略大 規模之暫設構造物、可減少對環境之影響、及可安全施作 、等之水中直井構築方法、水中直井、直井與橫坑之連結 方法、坑構造，等者。 · -6- 1267575 [發明內容] 爲解決課題之方法 爲了達成前述目的之第1種發明，係提供一種水中直井 之構築方法’該方法之特徵，係包括：將板樁設置於水底 ’並把其上端部位置於水中之步驟；循沿該板樁之表面設 以橫撑之步驟；及將圍繞於該板樁之部分作掘削之步驟； 等步驟。 板樁可使用一種例如鋼管板樁者。板樁係打入水底之地 盤’其上端部位處於水底面附近之水中。板樁之上端部高 度’以可避免潮流中漂砂圍繞於板樁之部分流入爲度。橫 撑（wale)可例如爲Η鋼。橫撑之尺寸，依序板樁周圍之土 壓大小作決定。第1種發明中，因板樁不受波力之作用， 再者’由於係水中掘削，故板樁亦不受水壓之作用，此較 諸於習用技術中，令板樁之上端部位置位於水上的狀況而 图’尤可簡化支架（timbering)。 第1種發明，係把板樁設置於水底，其上端部係位置在 水中’沿著板樁之表面設置橫撑後，即對圍繞板樁之部分 作掘削。 第2種發明，係使用第丨種發明之水中直井構築方法所 構築之水中直井者。 第3種發明，係一種直井與橫坑之連結方法，其特徵爲 ’該方法係包括：在水底設置板樁，以形成直井之步驟（a) ;在該直井內，設置以設有定位用構件之管的步驟（b);將 該定位用構件固定之步驟（c);及把在水底內作掘削後之橫 1267575 λ · 坑，利用連接裝置與該管相連接之步驟（d);等步驟。 直井係利用第1種發明之水中直井構築方法形成之。設 置於直井內之管，例如可爲：T字型管，其下端之配置爲一 曲部。用以決定直井內之管的設置位置，其所使用之定位 用構件，係設於該管上。定位用構件，例如，可爲設在管 周圍之鋼材。定位用構件及管，係以水中混凝土等固定於 直井內。 而橫坑者，爲在水底掘削後所成之掩蔽燧道（shield tunnel)等。連接裝置係，例如，可設在J字型管之曲線部 鲁 的端部上，由充塡有混凝土之鞘管（sleeve pipe)暨間隔壁兩 者所形成。在水底作掘削後之掩蔽燧道等之橫坑，係到達 於連接構件之鞘管，而連接於該管。但是，在盾構挖進機 (slield machine，又稱潛盾機）之預定通過位置處，於步驟 ^ (c)施作前，在板樁之表面先設置以切邊材，將板樁之所定 部分在水中切斷並撤去之。在步驟（d)後，於管之上端設置 取水口，使已成連接之直井及橫坑作爲發電廠或工廠之取 放水口。 春 第3種發明中，係在水底設置板樁而形成直井，於直井 內設置以設有定位用構件之管，將該定位用構件固定於直 井內；者。又，定位用構件作固定前，在預定通過橫坑之 位置處，於板樁之表面設置以切邊材，把板樁所定之部分 在水中切斷並撤去之。因此’在水底內掘進所成之橫机’ 乃和撤去板樁之該部分相通’而可到達管之端部。此外’ 使用連接裝置把橫坑與管相連通’如有需要’可在管之上 -8 - 1267575 … 端設置以取放水口。 而第4種發明，則係使用第3種發明之直井與橫坑的連 結方法，用以連結直井與橫坑者。 又，第1至第4種發明，可應用於海、湖、湖沼等中。 [實施方式] 實施例之說明 以下，即基於圖面詳細說明本發明之第1實施例，第1 實施例係就在水底構築水中直井之方法說明之。第i圖爲 在海底1 9打設鋼管板樁1 5之步驟立面圖。爲了在海底1 9 · 構築直井，須用之作業架台，例如，可使用自己昇降式作 業架台7。此種自己昇降式作業架台7，係由架台8、複數 支腳9、突伸之台車1 1等所構成。 自己昇降式作業架台7可使用千斤頂（jack，圖中未示） ，沿著支腳9設置，而可將架台8作昇降。把如第1圖所 示之支腳9固定於海底1 9，即可將自己昇降式作業架台7 作位置之固定。如須作移動時，解開支腳9在海底1 9之固 定，利用拖曳船等，即可將之拖曳移位。 鲁 在海底1 9構築水中直井之步驟，如第1圖所示，首先， 係在海底19之所定位置處打入導樁（圖中未示）而作爲基準 ’之後，於海底1 9之板樁設置預定位置1附近，設置水中 導材3。則，可將水中導材3在水中導材固定樁5中固定 於海底1 9。水中導材3，係用以決定鋼管板樁1 5之設置位 置的方式作設置。水中導材3，例如可爲環狀之構件，由 :沿著板樁設置預定位置1之內周作配置之水中導材3 a ; -9- 1267575 及沿著外周作配置之水中導材3 b ;兩者所構成。 其次，利用設置在架台8上之起重機（crane)將水中振錘 21(Vibro-hammer)吊下，在突伸之台車n上設置上部導材 2 3。水中振錘2 1，係用以將鋼管板樁1 5打入於海底1 9之 板樁設置預定位置上。上部導材2 3，係用以遂行鋼管板樁 1 5之上端部位置的決定。如第1圖所示，於：鋼管板樁！ 5 之上端部設有上部導材2 3，下端部經由水中導材3而伸入 海底1 9之狀態下，利用水中振錘2 1，將鋼管板樁1 5壓入 海底1 9。 第2圖爲沿鋼管井筒1 6設置橫撑2 5之步驟立面圖。把 整個鋼管板樁1 5打入如第1圖所示鋼管板樁1 5 a之程度後 ，將水中導材3及水中導材固定樁5自海底1 9撤去之，之 後，在設置於架台8上之起重機1 3，裝設以取代水中振錘 之水中油壓錘（圖中未示），把鋼管板樁1 5打入至如第2圖 所示之程度，乃形成筒狀之鋼管井筒16。 鋼管井筒1 6係由複數之鋼管板樁1 5所構成。相鄰接之 鋼管板樁1 5，係以接頭（第3圖）連接。鋼管板樁1 5之上端 部，係略高於海底1 9，以避免因潮流所致之漂紗流入鋼管 井筒1 6內。 其次，如第2圖所示，將鋼管井筒1 6內之海底1 9的地 盤施作掘削，直至橫撑下端準位2 7爲止。之後，以起重機 1 3把橫撑2 5吊下，令橫撑2 5沿著鋼管井筒1 6之內周面 設置。橫撑2 5可爲例如Η鋼者’ Η鋼之尺寸則依周圍之土 壓大小作決定。橫撑2 5之設置段數’並非取決於水深，而 -10- 1267575 係依據掘削深度決定之。倘掘削深度爲2 6 m左右時，如第 2圖所示，只須1段之橫撑2 5即可。 第3圖爲橫撑2 5及鋼管板樁1 5附近之放大剖面圖。第 3圖爲第2圖中之A - A剖面圖。設置橫撑2 5後，以起重機 吊下吊桶（bucket，稱爲戽斗，圖中未示），並利用泥艙 (h 〇 p p e 1· ’或稱漏斗）、水中滑動面（s h 〇 u t)(圖中均未示）等， 在鋼管井筒1 6及橫撑25間澆灌塡隙混凝土 3 i。 此外，利用抓斗式（grab)浚渫船（圖中未示）在鋼管井筒！ 6 內作掘削’直到第2圖所不底面準位2 8爲止，乃形成水中 直井3 0。在鋼管井筒1 6施作掘削之際，須採取防止因掘 削土所致污濁之對策，其方式可例如爲，在鋼管1 6周邊之 水中設置以掩蔽防護（s h i e 1 d ρ 〇 r t e c t，圖中未示），再施行 鋼管井筒1 6內之掘削作業。 依此種方式之第1實施例，因係把鋼管板樁1 5之上端面 設置爲接近海底1 9，故鋼管板樁1 5即不受波力之作用， 又，因係在水中作掘削，故亦不受水壓之作用，因而可簡 化在鋼管井細1 6內實施掘削之際時的支架（t i m b e r i n g)。例 如，如第2圖所示，只須設置1段之橫撑2 5即足。又，可 儉省鋼管板樁1 5之水中切斷的工時，亦可節約材料。 又者’比較浚葉之狀況而言，占有水域之面積狹小，故 可減少對環境之影響。又，因掘削之範圍僅局限在鋼管井 筒1 6內’故易於施行在掘削時之污濁防止對策。 又’第1實施例之各步驟中，亦可使用除了自己昇降式 作業架台7以外之其他作業架台或台船等。進者，水中導 -11- 1267575 材3之形狀及設置位置等，亦不限制僅如上述所陳，亦可 在水面1 7上設置氣中導材，以取代上述之水中導材3，用 以決定鋼管板樁1 5之預定設置位置。水中導材3或氣中導 材之形狀，係依直井之形狀作決定。 依第1實施例之方法所構築之水中直井3 〇，可供構築發 電廠及工廠等之取放水口、橋墩等時之使用。又，第1實 施例係說明在海底1 9構築水中直井3 0，依同樣方法，自 可用以構築湖沼、河川等之水底的水中直井。 接著，說明本發明之第2實施例。第2實施例係說明在 水面下設置放水口之方法者。第4圖係說明在鋼管井筒1 6 內設置水中導材3 5之步驟立面圖。擬在水面1 7之下方設 置放水口時，首先，如第4圖所示，於海底1 9構築水中直 井3 0。水中直井3 0可按第1實施例之方法構築之。 於鋼管井筒1 6內作掘削而構築成水中直井3 0後，如第 4圖所示，在鋼管井筒1 6內平均舖設碎石3 3。碎石3 3係 用以防止產生浮泥並可使掘削面均勻。 第5圖爲澆灌基礎混凝土 4 1之步驟立面圖。把碎石3 3 作平均舖設後，如第5圖所示，在碎石3 3之上方，澆灌基 礎混凝土 4 1。 第6圖爲，將J管43設置於水中直井30內，並予固定 之步驟立面圖。澆灌基礎混凝土 4 1後，將周圍具有鋼構 4 5之J管4 3予以配置在水中直井3 0內。鋼構4 5係用以決 定：[管4 3之位置並作支持之構件。鋼構4 5及：[管4 3，可 事先在造船廠等一體化製成，屬一種預製（precast)品。 -12- 1267575 J管4 3之上端部設有暫止水蓋4 7。又，J管4 3之下部曲 部6 0的端部處，設有屬連接裝置之到達用金屬器具5 5， 俾可和作爲橫坑之掩蔽燧道7 5 (第8圖）相連接。到達用金 屬器具5 5係由鞘管5 7、及屬J管4 3之端部隔壁的隔牆 (bulkhead)61等兩者所構成。隔牆61與鞘管57兩者之接 觸部係施以焊接。鞘管5 7內部充塡以混凝土 5 9。該混凝 土 5 9亦可兼用作設置鋼構4 5後，澆灌之水中切邊板6 3。 J管4 3與鋼構4 5之配置位置，係位在到達用金屬器具 55預定到達掩蔽燧道75 (第8圖）之位置的該位置。鋼管板 樁1 5 b在：到達用金屬器具5 5之鞘管5 7端面的對面處， 施作切邊處理。第6圖中，作爲切邊處理者，係在鋼管板 樁1 5 b之表面設置切邊板4 9。此外，亦可使用在鋼管板樁 15b上塗佈油脂（grease)等方式。 設置以切邊板4 9等之切邊處理後，以設置在架台8上之 起重機13把鏟斗（bucket)吊下，在突伸之台車1 1上設置水 下繞灌混凝土用導管（t r e m i e p i p e ) 5 3。如是’水中直井3 0 內即可澆灌水中混凝土 6 3，使J管4 3及鋼構4 5固定於鋼 管板樁1 5。 第7圖爲，將鋼管板樁1 5 b —部分切斷並撤走之步驟立 面圖。使用鋼管切斷線（圖中未示），由第6圖所示之狀態 ，把鋼管板樁1 5 b在切斷位置6 5予以切斷之’以起重機 1 3將切斷後之鋼管板樁1 5 b吊上，因此，當切斷部6 ό到 達鞘管5 7之上端的準位後，即可將位於鋼管井筒上端6 7 之鋼管板樁1 5 b再度切斷之。鋼管板樁1 5 b之撤去部6 8， -13- 1267575 係由水中撤去之。 惟 起 在 換 性 防 削 防 77 掩 潛 管 構 護 頭 蔽 入 設置切邊板4 9時，即使是已澆灌了水中切邊板6 3， 因鋼管板樁1 5 b亦非與鋼構4 5暨J管4 3成一體化，故 重機1 3可輕易把鋼管板樁1 5 b吊上。又，鋼管板樁1 5 b 和鞘管5 7相對面之部分，可置換以置換材6 9，該種置 材6 9可使用例如水泥漿土（ c e m e n t v e n t ο n i t e )等，具自立 且其硬化較需時間之材料。 其次，在鋼管井筒1 6之上端附近周圍作浚渫，設置以 止洗掘之被覆處理7 1。浚渫時，與鋼管井筒1 6內之掘 時同樣的，係設置以水中掩蔽防護（s h i e 1 d p r 〇 t e c t e 1·)，以 止因掘削所致水之混濁。 第8圖爲，使掩蔽燧道7 5到達鞘管6 7，設置放水口 之步驟立面圖。由第7圖所示之狀態，以潛盾機7 3形成 蔽燧道7 5，令潛盾機7 3到達鞘管5 7。如第8圖所示， 盾機7 3係切削鋼管板樁！ 5 b暨已置換之置換材6 9、鞘 5 7內之混凝土 5 9，到達隔牆6 1之正前方即停止。 其次’在J管43之上端部配置放水口 77,並固定在鋼 45及J管43上。進者，於水中混凝土 63之上方，舖設 基用之混凝土 7 9。則，在隔牆6 1之二個位置設以孔洞 打入空氣以排出J管43內之水。J管43內之水，係如箭 B所示方向，利用潛盾機7 3之排泥管8 3之排出之。掩 燧道內之空氣，係如箭頭A所示方向，利用送泥管8 1流 J管43內。 第9圖爲，撤去隔牆6 i 於掩蔽燧道7 5內注入之步驟 1267575 剖面圖。藉來自潛盾機7 3之止水注入及貼附凍結而遂行暫 止水後，使用送泥管8 1、排泥管8 3令J管4 3內之水位下 降，如第8圖所示，把潛盾機7 3解體，裝設止水鐵板（圖 中未示），實行鞘管57與表面板（skin plat e)85間之止水。 之後，撤走隔牆6 1，於掩蔽燧道7 5與表面板8 5之內周， 設置以二次被覆處理之混凝土 8 7。 其次，將暫止水蓋4 7之複數閥8 9開放至少2處，於放 水口 77之上部設以閘門（hatch)91，在開放之閥89的一部 分與水面1 7之上空兩者之間，設置以排氣配管9 3。之後 ，依箭頭C之方向，自掩蔽燧道7 5之上游把水注入於掩蔽 燧道75內。J管43中之空氣，則自排氣配管93排出於外。 第1 〇圖爲，開始通水之步驟立面圖。掩蔽燧道7 5與J 管43內注水後，把：[管43之暫止水蓋47撤去，由箭頭C 之方向開始作通水。 如是，第2實施例中，水中直井3 0內係設置J管4 3及 鋼構4 5，並舖設水中混凝土 6 3，令在海底1 9所掘削之掩 蔽燧道7 5與水中直井3 0相連接者。J管4 3及鋼構4 5爲一 種預製品。 依第2實施例，係使屬直井之水中直井3 0與屬橫坑之掩 蔽燧道7 5相連接，令爲了設置放水口 7 7之全部過程均在 水中施工，此種施工方式較諸於在大氣中之施工更爲安全 。又，由於不必使用外套管（jackket)及/或暫設沉箱等龐大 之構造物，故占有水域之面積不大，對環境之影響即較小 ，同時，亦不受外洋之波浪所影響。此外，可藉氣動沉箱 -15- 1267575 (p n e u m a t i c c a i s s ο η)等，用以設置放水口，可在較短之工期 設成取放水口。 又，鋼管板樁1 5之上端位置，係位於可無障礙式的設置 放水口 7 7之高度位置；或是，在水中直井3 0之掘削時， 令鋼管板樁1 5之上端位置位在防止由周邊地盤之回塡的 高度位置，可在設置放水口 7 7前，將鋼管板樁1 5之上端 部切斷之。又，第2實施例所述之直井與橫坑的連接方法 ，亦適用於在水底設置放水口 7 7以外之構造物狀況。另者 ，與第1實施例相同的，其實施場所亦不僅限於海底1 9。 發明之效果 本發明已詳述如上，倘依本發明所提供之水中直井構築 方法、水中直井、直井與橫坑之連結方法、坑構造等，可 省略暫設構造物，可減小對環境之影響，且施工安全者。 [圖式簡單說明] 第1圖爲在海底1 9打設鋼管板樁1 5之步驟立面圖。 第2圖爲循沿鋼管井筒1 6設置以橫撑2 5之步驟立面圖。 第3圖爲橫撑2 5及鋼管板樁1 5附近之放大剖面圖。 第4圖爲把水中導材3 5設置於鋼管井筒1 6內之步驟立 面圖。 第5圖爲打設基礎混凝土 4 1之步驟立面圖。 第6圖爲將J管43設置於水中直井30內，並作固定之 步驟立面圖。 第7圖爲將鋼管板樁1 5之一部分切斷、撤去之步驟立面 圖。 第8圖爲令掩蔽燧道7 5到達鞘管5 7，設置放水口 7 7之 -16- 1267575 過程立面圖。 第9圖爲撤去隔牆（bulkhead)61，在掩蔽燧道75內灌水 之過程剖面圖。 第1 〇圖爲開始通水之過程立面圖。 [主要部分之代表符號說明] 1 板樁設置設定位置 15 鋼管板樁 16 鋼管井筒 19 海底 25 橫撑 3 0 水中直井 4 1 基礎混凝土 43 J管 45 鋼構 49 切邊板 5 5 到達用金屬器具 5 7 鞘管 5 9 混凝土 60 曲部 6 1 隔牆 63 水中混凝土 65 切斷位置 73 潛盾機 75 掩蔽燧道 77 放水口 8 5 表面板1267575 玖Invention Description: [Technical Field] The present invention relates to a method for constructing a vertical well in water, a vertical well in water, a method of joining straight and transverse pits, a pit structure, and the like. [Prior Art] In the conventional technology, there are two methods for constructing structures under the seabed, etc. (1): The steel pipe slabs exposed on the sea surface are temporarily cut-off, and they are used as islands to make caissons ( Caiss ο η) is set up to form a work space, and the structure is constructed by the construction of the gas (for example, refer to the patent document 丨). Or (2): In the case of the seabed, the members are prefabricated (p 1 · a c a s t), and the structure is constructed (for example, refer to Patent Document 2). Patent Document 1: JP-A-2001-342640. Patent Document 2: JP-A-8-158354 The object to be solved by the invention is that, in the method of the above item (1), the temporary structure is protruding from the sea, so that it is not necessary to set the strength to be more than necessary, and the inside can be applied as an internal Drainage, and withstand the pressure exerted on it by wave pressure, water pressure, etc. Moreover, in the case of the method of (2), large-area excavation is required at the bottom of the water, resulting in great environmental impact. The present invention has been made in view of the above problems, and an object thereof is to provide a method for constructing a vertical well in a water, a vertical well, a vertical well and a horizontal in a water, which can omit a large-scale temporary structure, can reduce environmental impact, and can be safely applied. The connection method of the pit, the pit structure, and the like. -6- 1267575 [Disclosed] In order to achieve the above-mentioned object, a method for constructing a vertical well in water is provided. The method includes the steps of: placing a sheet pile on the bottom of the water and a step of placing the upper end portion in the water; a step of traversing the surface of the sheet pile; and a step of digging the portion surrounding the sheet pile; and the like. A sheet pile can be used, for example, as a steel sheet pile. The sheet pile is driven into the bottom of the ground plate, and its upper end portion is in the water near the bottom of the water. The height of the upper end of the sheet pile is such as to avoid the inflow of drifting sand around the sheet pile in the tidal current. The wale can be, for example, niobium steel. The size of the cross braces is determined by the magnitude of the earth pressure around the sheet piles. In the first invention, since the sheet pile is not affected by the wave force, the sheet pile is not affected by the water pressure because it is cut in the water, which is more than the conventional technique, so that the upper end position of the sheet pile is made. The situation on the water and the picture 'simplifies the timbering. In the first invention, the sheet pile is placed on the bottom of the water, and the upper end portion is positioned in the water. After the horizontal support is provided along the surface of the sheet pile, the portion surrounding the sheet pile is cut. The second invention is a water straight well constructed by a method of constructing a vertical well in the water of the third invention. A third invention is a method for joining a vertical well to a horizontal pit, characterized in that: the method comprises: a step of setting a sheet pile at the bottom of the water to form a vertical well (a); and setting a position for positioning in the vertical well a step (b) of the tube of the member; a step (c) of fixing the member for positioning; and a step (d) of connecting the tube to the tube by using a connecting device after the digging of the 1267875 λ · pit in the bottom of the water; Wait for steps. The vertical well system is formed by the direct vertical well construction method of the first invention. The tube disposed in the vertical well may be, for example, a T-shaped tube whose lower end is configured as a curved portion. The positioning member used to determine the position of the tube in the vertical well is provided on the tube. The positioning member may be, for example, a steel material provided around the tube. The positioning member and the pipe are fixed in a vertical well by concrete or the like in water. In addition, the horizontal pit is a shield tunnel formed after the bottom of the water. The connecting means may be formed, for example, on the end of the curved portion of the J-shaped tube, and formed by a sheath pipe and a partition wall filled with concrete. A horizontal pit for masking a ramp or the like after the bottom of the water is connected to the sheath of the connecting member and connected to the tube. However, at the predetermined passing position of the shield sliding machine (also known as the slield machine), before the step (c) is applied, the surface of the sheet pile is first set with the trimming material, and the sheet pile is The specified part is cut and removed in the water. After step (d), a water intake is provided at the upper end of the pipe to make the connected vertical wells and horizontal pits serve as water intakes for power plants or factories. In the third invention of the spring, a straight pile is formed by providing a sheet pile at the bottom of the water, and a tube having a positioning member is provided in the vertical well, and the positioning member is fixed in the vertical well; Further, before the positioning member is fixed, a trimming material is placed on the surface of the sheet pile at a position predetermined to pass through the horizontal pit, and the portion of the sheet pile is cut and removed in the water. Therefore, the flat knitting machine that is dug in the bottom of the water is connected to the portion of the sheet pile to reach the end of the tube. In addition, use the connecting device to connect the horizontal pit to the pipe. If necessary, the -8 - 1267575 ... can be placed above the pipe to take the water drain. In the fourth invention, the method of connecting the vertical well to the horizontal pit of the third invention is used to connect the vertical well to the horizontal pit. Further, the first to fourth inventions can be applied to seas, lakes, lakes, and the like. [Embodiment] Description of Embodiments Hereinafter, a first embodiment of the present invention will be described in detail based on the drawings, and a first embodiment will be described as a method of constructing a vertical well in a water bottom. Figure i is an elevational view of the step of setting up a steel sheet pile 15 in the seabed. In order to construct a vertical well on the seabed, a work platform must be used. For example, a self-propelled work platform 7 can be used. Such a self-propelled work platform 7 is composed of a gantry 8, a plurality of legs 9, and a protruding trolley 1 and the like. The self-propelled work platform 7 can be installed along the legs 9 using a jack (not shown), and the stand 8 can be raised and lowered. By fixing the leg 9 as shown in Fig. 1 to the seabed 9, the self-propelled work platform 7 can be fixed in position. If it is necessary to move, the solution foot 9 is fixed at the bottom of the sea, and it can be dragged and displaced by using a towing boat or the like. The step of constructing a vertical well in the sea at the bottom of the sea is as shown in Fig. 1. First, the guide pile (not shown) is used as a reference at the position of the seabed 19, and then on the seabed. The pile guide 3 is set in the vicinity of the predetermined position 1. Then, the underwater guide member 3 can be fixed to the seabed 19 in the underwater guide fixing pile 5. The water guide material 3 is set in such a manner as to determine the position of the steel pipe sheet pile 15 . The underwater guide member 3, for example, may be an annular member, which is provided with an underwater guide member 3a disposed along the inner periphery of the predetermined position 1 along the sheet pile; -9- 1267575 and an underwater guide member 3b disposed along the outer circumference ; both constitute. Next, the water vibrating hammer 21 (Vibro-hammer) is suspended by a crane provided on the gantry 8, and the upper guide member 23 is placed on the protruding trolley n. The water hammer 2 1 is used to set the steel pipe sheet pile 15 into the predetermined position of the pile on the seabed. The upper guide member 23 is used to determine the position of the upper end portion of the steel pipe sheet pile 15. As shown in Figure 1, on: Steel pipe sheet pile! 5 The upper end portion is provided with an upper guide member 23, and the lower end portion is extended into the sea bottom portion 19 via the underwater guide member 3, and the steel pipe sheet pile 15 is pressed into the sea bottom portion 19 by the water hammer 21. Figure 2 is a step elevation view of the cross bracing 2 5 along the steel tube wellbore. After the entire steel pipe sheet pile 15 is driven into the steel pipe sheet pile as shown in Fig. 1 to a degree of 15 a, the water guide material 3 and the water guide material fixing pile 5 are removed from the sea bottom 19, and then placed on the frame. The crane 1 on the 8 is installed to replace the hydraulic hammer in the water (not shown), and the steel pipe pile 15 is driven to the extent shown in Fig. 2 to form a tubular steel pipe. Wellbore 16. The steel pipe wellbore 16 is composed of a plurality of steel pipe piles 15 . Adjacent steel pipe piles 15 are connected by joints (Fig. 3). The upper end of the steel pipe sheet pile 15 is slightly higher than the seabed 1 9 to prevent the drift of the yarn due to the flow into the steel wellbore. Next, as shown in Fig. 2, the floor of the seabed 1 in the steel pipe well 16 is tapped until the lower end of the cross bracing is at 27. Thereafter, the cross brace 2 5 is suspended by the crane 13 so that the cross brace 25 is disposed along the inner circumferential surface of the steel pipe well 16 . The cross bracing 2 5 can be, for example, a steel bar. The size of the bar steel is determined by the size of the earth pressure around it. The number of sets of cross braces 2 5 does not depend on the water depth, and -10- 1267575 is determined by the depth of the excavation. If the depth of the excavation is about 26 m, as shown in Fig. 2, only one section of the cross bracing 2 5 is sufficient. Fig. 3 is an enlarged cross-sectional view showing the vicinity of the cross bracing 25 and the steel pipe sheet pile 15. Fig. 3 is a cross-sectional view taken along line A - A in Fig. 2. After setting the cross braces 2 5 , the crane is used to hoist the bucket (called bucket, not shown), and use the mud cabin (h 〇ppe 1· 'or funnel), the sliding surface in the water (sh 〇ut) ( The crevice concrete 3 i is poured between the steel pipe well 16 and the cross bracing 25, not shown in the drawings. In addition, use a grab-type (grab) barge (not shown) in the steel pipe wellbore! 6 Internal excavation' is not until the bottom surface of Figure 2, which is not the bottom level of 28, which forms a vertical well in the water. In the case of the steel pipe wellbore 16 for excavation, countermeasures against the contamination caused by the excavation of the soil shall be taken, for example, in the water surrounding the steel pipe 16 to provide shelter protection (shie 1 d ρ 〇rtect, in the figure) Excavation is carried out, and the excavation work in the steel pipe wellbore 16 is performed. According to the first embodiment in this manner, since the upper end surface of the steel pipe sheet pile 15 is disposed close to the sea bottom, the steel pipe sheet pile 15 is not affected by the wave force, and is cut in the water. Therefore, it is not affected by the water pressure, so that the timbering when the excavation is performed in the steel pipe well 16 can be simplified. For example, as shown in Fig. 2, it is only necessary to set a cross section of 2 segments, that is, a foot. In addition, the man-hours for cutting water in the steel pipe sheet piles can be saved, and materials can be saved. Moreover, in terms of the situation of the leaves, the area of the occupied waters is small, so that the impact on the environment can be reduced. Further, since the range of the excavation is limited to only the inner diameter of the steel pipe well, it is easy to carry out countermeasures against the contamination during the excavation. Further, in each of the steps of the first embodiment, a work stand or a ship other than the self-propelled work stand 7 may be used. In addition, the shape and setting position of the water guide -11-1267575 material 3, etc., is not limited to the above, and the gas guide material may be provided on the water surface 17 instead of the above-mentioned water guide material 3, To determine the predetermined setting position of the steel pipe sheet pile 15. The shape of the guide material 3 in the water or the conductor in the air is determined by the shape of the vertical well. The vertical well 3 in the water constructed by the method of the first embodiment can be used for constructing power plants, factories, and the like when taking water outlets, bridge piers, and the like. In the first embodiment, the vertical well 30 in the water is constructed in the seabed, and in the same way, the vertical well in the water can be constructed to construct the bottom of the lake, the river, and the like. Next, a second embodiment of the present invention will be described. The second embodiment is a description of a method of providing a water discharge port under the water surface. Fig. 4 is a plan view showing the steps of providing the water guide member 35 in the steel pipe wellbore. When it is proposed to install a water discharge port below the water surface, first, as shown in Fig. 4, a vertical well 30 in the water is constructed on the seabed. The vertical well 30 in the water can be constructed in the same manner as in the first embodiment. After the vertical well 30 in the water is drilled in the steel pipe well 16 and the vertical well 30 is formed in the water, as shown in Fig. 4, the gravel 33 is laid evenly in the steel pipe well 16 . Gravel 3 3 is used to prevent the formation of floating mud and to make the excavation surface uniform. Figure 5 is an elevational view of the step of watering the foundation concrete. After the gravel 3 3 is laid as an average, as shown in Fig. 5, the base concrete 4 1 is poured above the gravel 3 3 . Fig. 6 is a step elevation view showing the J tube 43 being placed in the vertical well 30 in the water and fixed. After the foundation concrete 4 1 is poured, the J pipe 4 3 having the steel structure 4 5 is disposed in the vertical well 30 in the water. The steel structure 4 5 is used to determine: [the position of the tube 4 3 and support. Steel structure 4 5 and: [Tube 4 3, which can be made in advance at a shipyard, etc., is a precast product. -12- 1267575 The upper end of the J tube 4 3 is provided with a temporary water stop cover 47. Further, at the end of the curved portion 60 of the lower portion of the J-tube 4 3, a metal fitting 5 5 for connection to the connecting device is provided, and the weir can be connected to the masking tunnel 7 5 (Fig. 8) as a horizontal pit. The reaching metal fittings 5 5 are composed of a sheath tube 57 and a bulkhead 61 which is a partition wall of the end portion of the J tube 43. The contact portions of the partition wall 61 and the sheath tube 57 are welded. The inside of the sheath 5 7 is filled with concrete 5 9 . The concrete 5 9 can also be used as a water trimming plate 63 for watering after the steel structure 45 is set. The position of the J-tube 4 3 and the steel structure 45 is located at the position where the metal fitting 55 is reached to reach the position of the masking tunnel 75 (Fig. 8). The steel pipe pile 1 5 b is placed at the opposite side of the end surface of the sheath tube 5 7 of the metal fitting 5 5 and subjected to trimming treatment. In Fig. 6, as a trimmer, a trimming plate 49 is provided on the surface of the steel pipe pile 15b. Further, a method of applying grease or the like to the steel pipe pile 15b may be used. After the trimming process is performed by the trimming board 4 9 and the like, the bucket 13 is suspended by the crane 13 provided on the gantry 8, and the underwater recirculation concrete duct (tremiepipe) is placed on the protruding trolley 1 1 . 5 3. If it is in the 'water straight well, it can be used to water the concrete 6 3 in the water, so that the J tube 4 3 and the steel structure 4 5 are fixed to the steel sheet pile 15 . Figure 7 is a front elevational view of the step of cutting and removing the steel pipe sheet pile 1 5 b. Using a steel pipe cutting line (not shown), the steel pipe sheet pile 15 5 b is cut at the cutting position 6 5 in the state shown in Fig. 6 'the steel pipe sheet pile to be cut by the crane 13 1 5 b is suspended, so that when the cutting portion 6 ό reaches the level of the upper end of the sheath 57, the steel pipe sheet pile 15 5 b located at the upper end of the steel tube well can be cut again. The removal section 6 8 - 13 - 1267575 of the steel pipe sheet pile 1 5 b is removed from the water. However, in the case of the reversing anti-cutting and anti-shearing 77, the head of the submersible pipe is covered by the trimming plate 49, even if the water-cutting plate 6 3 has been poured, because the steel pipe sheet pile 1 5 b is not the same as the steel structure 4 5 cum J tube 4 3 into integration, so the heavy machine 13 can easily hang the steel pipe sheet pile 1 5 b. Further, a portion of the opposite side of the steel pipe sheet pile 15b and the sheath tube 57 can be replaced with a replacement material 6.9, and the material ninth member can be used, for example, as a cement slurry, which is self-standing and hardened. More time-consuming materials. Next, a crucible is placed around the upper end of the steel pipe wellbore 16 to provide a coating treatment for the excavation. In the case of boring, the same as in the case of the steel pipe well 16 is provided with water masking protection (s h i e 1 d p r 〇 t e c t e 1·) to prevent turbidity of the water caused by the excavation. Figure 8 is an elevational view of the step of placing the masking ramp 75 to the sheath 6 7 to provide a water discharge opening. From the state shown in Fig. 7, the shield 7 7 is formed by the shield machine 7 3 so that the shield machine 7 3 reaches the sheath 57. As shown in Figure 8, the shield 7 3 is a steel pipe sheet pile! 5 b cum replaced replacement material 6 9. Concrete in the sheath 5 7 5, stop immediately before reaching the partition wall 6 1 . Next, a water discharge port 77 is disposed at the upper end of the J pipe 43, and is fixed to the steel 45 and the J pipe 43. In addition, above the concrete 63 in the water, the foundation concrete is laid 7 9 . Then, holes are formed in the two positions of the partition wall 61 to blow in air to discharge the water in the J pipe 43. The water in the J pipe 43 is discharged in the direction indicated by the arrow B by using the drain pipe 8 3 of the shield machine 7 3 . The air in the tunnel is in the direction indicated by the arrow A, and flows through the pipe 13 1 into the J pipe 43. Figure 9 is a cross-sectional view of the step 1267575 of removing the partition wall 6 i into the masking ramp 75. After the temporary water stop is carried out by the water injection and the attachment freezing from the shield machine, the water level in the J tube 4 3 is lowered by using the mud pipe 8 1 and the mud pipe 8 3 , as shown in Fig. 8. The dissipator shield 7 3 is disassembled, and a water-stopping iron plate (not shown) is installed, and the water between the sheath tube 57 and the skin plate (skin plat e) is implemented. Thereafter, the partition wall 6 is removed, and the inner circumference of the masking passage 75 and the surface plate 8 5 is removed, and the concrete 8 7 is disposed. Next, the plurality of valves 88 of the temporary water shutoff cover 47 are opened at least two places, and a hatch 91 is provided above the water discharge port 77, between a part of the open valve 89 and the water surface 17 , set to exhaust pipe 9 3 . Thereafter, water is injected into the masking ramp 75 from the upstream of the masking ramp 75 in the direction of the arrow C. The air in the J pipe 43 is discharged from the exhaust pipe 93. The first picture is the elevation of the step of starting the water flow. After the water is filled in the masking channel 7 5 and the J tube 43, the water-stopping cover 47 of the tube 43 is removed, and the water is started in the direction of the arrow C. In the second embodiment, the J pipe 4 3 and the steel structure 45 are disposed in the vertical well 30 in the water, and the concrete 6 3 is laid in the water, so that the sheltered road 7 5 and the vertical well in the water are drilled in the seabed. Connected. J tube 4 3 and steel structure 45 are a preform. According to the second embodiment, the vertical well 30 in the vertical well is connected to the sheltered ramp 75 which belongs to the horizontal pit, so that all the processes for setting the water discharge port 7 are constructed in the water, and the construction method is more than Construction in the atmosphere is safer. Moreover, since it is not necessary to use a huge structure such as a jackket and/or a temporary caisson, the area occupied by the water area is small, and the influence on the environment is small, and at the same time, it is not affected by the waves of the foreign ocean. In addition, a pneumatic caisson -15-1267575 (p n e u m a t i c c a i s s ο η) can be used to set the water discharge port, which can be set as a water discharge port in a short period of time. Moreover, the upper end position of the steel pipe sheet pile 15 is located at a height position of the unobstructed water discharge port 7 7; or, when the vertical well 30 in the water is cut, the upper end of the steel pipe sheet pile 15 is located at The upper end portion of the steel pipe sheet pile 15 can be cut off before the water discharge port 7 7 is set to prevent the height position of the return from the surrounding land. Further, the method of connecting the vertical well to the horizontal pit according to the second embodiment is also applicable to the state of the structure other than the water discharge port 7.7 provided at the bottom of the water. In addition, as in the first embodiment, the place of implementation is not limited to the seabed. EFFECTS OF THE INVENTION As described above, according to the method of constructing a vertical well in water, a vertical well in water, a method of connecting a vertical well to a horizontal pit, a pit structure, etc., the temporary structure can be omitted, and the environment can be reduced. Impact, and construction safety. [Simple description of the drawing] Fig. 1 is an elevational view showing the steps of setting up a steel pipe pile 15 in the seabed. Fig. 2 is a plan view showing the steps of setting the cross bracing 2 5 along the steel pipe wellbore. Fig. 3 is an enlarged cross-sectional view showing the vicinity of the cross bracing 25 and the steel pipe sheet pile 15. Fig. 4 is a front elevational view showing the arrangement of the underwater guide member 3 5 in the steel tubular wellbore 16. Figure 5 is a step elevation view of the foundation concrete 4 1 . Fig. 6 is a step elevation view showing the J tube 43 placed in the vertical well 30 in the water and fixed. Fig. 7 is a front elevational view showing the step of cutting and removing one of the steel pipe sheet piles 15. Figure 8 is a plan view of the process of making the masking ramp 7 5 reach the sheath 57, and setting the water discharge port 7 7 -16 - 1267575. Figure 9 is a cross-sectional view showing the process of removing the bulkhead 61 and filling the sheltered ramp 75. The first map is the elevation of the process of starting the water. [Description of representative symbols of main parts] 1 Set position of sheet piles 15 Steel sheet piles 16 Steel tube wells 19 Sea bottom 25 Crossings 3 0 Vertical wells in water 4 1 Foundation concrete 43 J tubes 45 Steel structures 49 Cutting boards 5 5 Arrival metal fittings 5 7 Sheath 5 9 Concrete 60 Curved part 6 1 Partition wall 63 Concrete in water 65 Cut off position 73 Shield machine 75 Masking ramp 77 Water drain 8 5 Surface plate
-17--17-