201135012 六、發明說明： 【明戶斤屬4标々貝】 發明領域 本發明係有關於一種鋼管板樁接頭構造、鋼管板樁義 礎及鋼管板樁基礎之構築方法。 1 本案係依據2009年11月30日於日本提申之特願 2009-272215號而主張優先權，此處並援用其内容。 t先前技術1 發明背景 -般會利用藉由下述步驟而得之鋼f板樁接頭構造： ⑴對相鄰之鋼管板樁本管之每—_定具狹縫之圓形 頭鋼管、（2)使該等接頭鋼f嵌合且將崎板樁連續埋入 地下、(3)掘削接頭鋼管内之土砂、(4)將接頭鋼管 淨、及（5)填充砂毁（m〇nar)於接頭鋼管内。如此之 管板樁接頭構造由於接頭鋼管（p:管）相互嵌合以· 稱為P (管)-P (管)接頭(P —P接頭)。 又’ p—p接頭之外作為鋼管板樁接頭構造也有使用p 'T接頭（參照專利文獻D及L —T接頭等。卜T接頭传使 轴方向具有狹狀軸鋼管與的型鋼構成之了型公接頭相 互敌合而連結鋼管板樁。L — T接頭係將隔著間隔平行地向 内設置之—對㈣鋼材所製成之母型接頭、與由-個T型鋼 構成之公型接頭相互嵌合而連結鋼管板樁。 在=利文獻1所記載之嵌合接頭部構造中，使表面設有 複數個犬起之公型嵌合接頭的具突起τ型鋼與内面設有複 201135012 數個突起之母型嵌合接頭的具突起之接頭鋼管嵌合，並於 具突起接頭鋼管的内部打設砂漿。 在如上述之習知鋼管板樁接頭構造中，會有如下不合 適的情況。 百无，於p —p接頭之情況 田仏、你丧碩相互嵌合之狀 態的嵌合接頭部形成3個空間，必須於接頭嵌合後在狹隘之 接頭部的各㈣進行土砂挖掘及清洗、填充水泥砂裝等各 作業。因此，在進行接頭部之確實清洗及密㈣填充砂f 品質變得不安定，砂聚之附著強度無法 充刀確保，而有接頭部之剪力強度無法發揮的可能性。 又，即使在P_P接頭及 況相同，由於接頭嵌合空間狹隨 也孝P ?接頭的情 實清洗及时的填充H會有 &錢仃接頭部之確 定，且有接頭部之剪力強度無法確實^揮故的^質變得不安 在P-T接頭及L —τ接頭，因地 ' 此性。再者’ 力作用於鋼管板樁時，鋼f板椿間戶1、水㈣而使水平 頭部而使接頭間相對錯位，因此二產生之剪力會傳至接 變位而使砂漿壓縮，因其反力而 y水與接碩間產生相對 之母接頭朝開啟方向變形。於^由接頭鋼管及L型鋼構成 部之接頭鋼管或Τ型鋼與砂漿之附清况，也會發生所謂接頭 強度更加降低之不適合的情況。寸著力降低，接頭部之剪力 作為解決如±叙習知 況，使有關接頭部之土砂挖掘、'▲㈣構造之不適合情 良好’且謀求確保接 ^及砂轉充的作業性 之剪力強度的鋼管板捲接頭構 4 201135012 造’提出了一種使以臂部成為相互向内的方式配置一對L 型鋼材之母型接頭、與以臂部成為相互向外的方式配置一 對L型鋼材之公型接頭相互嵌合的l_L接頭（參考專利文獻 2)。 於專利文獻2所記載之L-L接頭中，在母型接頭與公型 接頭之各L型鋼材所夾之本管外周面，以預定間隔固定有複 數根具突起棒狀鋼材。藉此，可使砂漿之附著強度確實發 揮’並使接頭部之剪力強度提昇。 【先行技術文獻】 【專利文獻】 【專利文獻1】特開平8-27774號公報 【專利文獻2】特開2005-282174號公報 【發明内容】 發明概要 【發明所欲解決的課題】 $太=而纟專利文獻2記载之鋼管板樁接頭構造中 ，係期 構、主周面之複數根具突起棒狀鋼材與填充材之附著的 本管側兩:在部:本生材所圍之填充材構成之斷面的 剪力產生的情、、兄力’錄力仙於填充材且最大 本管易產生斜剪心文充::長度方向’從第1本管橫跨第2 力急據降低。此㈣’一 力或土壓等產生之水平力到因地震所產生之水平 相對變位，名j ’鋼官板樁間發生鉛直方向之 頌部發揮剪力抵抗力，然而由於接頭部之 201135012 可吸收之能量變小之 相對變形量增加時，剪力急劇降低， 故0 本發明之目的在於提供一種確保良好之施工性及安定 的品質’而可實現建設成本之削減及心期間的縮短，且 可發揮安定之接料之剪力妓板樁接 昝妬搞其£结。 【用以解決課題之手段】 本發明為了解決上述之課題而採用以下之構成。 .⑴本？月之第1實施4樣係_種鋼管板樁接頭構造包 3第1鋼&板樁本官，第2鋼管板樁本管係鄰接於前述 第1鋼管板格本管；公型接頭，具有安裝於前述第i鋼管板 樁本管之-對公側腳部、由前述公側腳部伸出以互相遠離 之-對公㈣部，且表面形成有凹凸；母型接頭，具有安 裝於别述第2鋼官板樁本管之—對腳部、由前述母側腳 4伸出以互相接近之—對母㈣部且嵌合於前述公塑接 頭’及板狀構件，係於前述—對母側聊部之間，設在前述 第2鋼管板樁本管，且表面形成有凹凸。 (2)上述⑴所記載之鋼管板捲接頭構&中，也可是前 述板狀構件之寬度尺寸γ、前述—對公側腳部之離開距離ζ 滿足Υ^Ζ (式1)。 (3) 上述⑴或(2)所記載之鋼管板樁接頭構造中也可是 刖述板狀構件之寬度尺寸γ與前述公側腳部之長度尺寸“ 與前述公㈣部之長度尺寸α2滿足γ<2(αΐ + α2)(式2)。 (4) 上述（1)或(2)所圮載之鋼管板樁接頭構造中，也可 201135012 疋）述A側腳#之長度尺寸α1與前述彳腳部之長度尺寸 βΐ滿足α1>βΐ (式3)。 (5) 上述（1)或（2)所記載之鋼管板樁接頭構造中，也可是 刖述么型接頭之板厚較前述母型接頭之板厚小。 (6) 上述（1)或(2)所記載之鋼管板樁接頭構造 中，也可 疋藉由Μ述公側臂部、前述母側臂部' 前述公側腳部與前 述母側腳部而形成有空間，且於前述公型接頭巾接觸前述 空間的位置形成有貫通孔。 (7) 上述(6)所記載之鋼管板樁接頭構造中，也可是前 述貫通孔係形成於前述公型接頭之角隅部。 (8) 本發明之第2實施態樣是—種鋼管板樁基礎，係具 有上述（1)所記載之鋼管板樁接頭構造者其特徵在於：前 述第1鋼管板樁本管具有前述公型接頭與前述母型接頭，且 前述第2鋼管板樁本管具有前述公型接頭與前述母型接頭。 (9) 本發明之第3實施態樣是一種鋼管板樁基礎，係具 有上述（1)所記載之鋼管板樁接頭構造者，其特徵在於：前 述第1鋼管板樁本管具有-對前述母型接頭，且前述第2鋼 管板樁本管具有一對前述公型接頭。 (10) 本發明之第4實施態樣是一種鋼管板樁基礎之構 築方法，係-種構築上述⑺所記載之鋼管板樁基礎的方 法。忒構築方法包含以下步驟：於每一預定間隔將前述第工 鋼皆板樁本官連續埋入；及於相鄰之前述第丨鋼管板樁本管 之間埋入前述第2鋼管板樁本管。 【發明之效果】 201135012 依據上述（1)記載之構成，由於凹凸形成於公型接頭 及板狀構件’因此可有效地拘束填充於藉由—對公側腳 4連名。么側接頭之角隅部間之假想面（以下只稱邊界假 想面）、及第1鋼管板樁本管所形成之第丨填充空間之填充 材及填充於藉由削述邊界假想面、—對公側臂部、一對 母型側腳部、及第2鋼管板樁所形成之第2填充空間之填 充材因此，可獲得具有高剪力強度之鋼管板播接頭構造。 又’由於只藉由溶接等方法將板狀構件設於習知之鋼 管板樁本體’而可提升剪力強度，因此可將成本之增加抑 制在最小限。 、％可1按頌及公型接頭採用L_L接頭之構 造，因此可確實地進行嵌合接頭内土砂的挖掘’且可確實 =進行嵌合接郎之清洗，更可密麵進行填充材減合 ^頭二的填充。因此’施卫性急遽地提昇，且成安定的品 如心般使接頭部與填充材之崎確實，而可提 ==力強度，此，可實現建設成本的 依據上述（2)記狀龍，缺構 公側腳部之分離距㈣上，因此二控 制剪力破壞之機制，並可發揮安定之剪力強度。 依據上述(3)記載之構成，板狀構； 與公側臂部之二 201135012 依據上述（4)、（5)記載之構成’由於母型接頭之彎 曲剛性變得較公型接頭之彎曲剛性高’因此打設時即使公 型接頭與母型接頭成為互相衝突的狀態，利用公型接頭變 形而使打設阻抗變低，而可有效率地打設。再者，於發揮 剪力強度時，利用將剛性較公型接頭高之母型接頭從外側 壓入而可抑制公型接頭之變形，並可發揮高的剪力強度。 依據上述（6)記載之構成，利用將貫通孔設於公型接 頭而使用噴水器（waterjet)(喷射高壓水之裝置）清洗填 充區間時，可確實地清洗公型接頭之外側，亦即公型接頭 與母型接頭對向而區劃的空間。再者，填充填充材時，可 通過貫通孔將填充材傳入至公型接頭與母型接頭對向而區 劃的空間。因此，即使相鄰之鋼管板樁間成壓縮嵌合狀態， 可確實地將填充材填充至公型接頭與母型接頭對向而區劃 的空間’且使該填充材與各接頭之附著確實，並可提升接 頭部之剪力強度。 依據上述（7)記載之構成，利用將貫通孔設於公型接 貝之隅角。[5，而可提高填充材朝公型接頭與母型接頭對向 而區的工間之填充性。因此，填充後之填充材作為阻抗 而作用，且也拘束朝鋼管板樁間分離之方向的變位，所以 可確保傳達接頭部之剪力。 、㈣上述⑴記載之構成，由於鋼管板樁相對於其中 樁本其2的因聽接加卫接頭時所產生之鋼管板 對稱地產生。由於產生如此對稱之變 彳將鋼官板樁本管續正成原來的正圓時，可將千 201135012 金頂等夾具設置鋼管板樁本管内部或外部之對象位置而矯 正，因為不需高度的矯正程序及大規模之矯正裝置，因此 可提升鋼管板樁之製造效率。 依據上述（9)、（10)記載之構成，於鋼管板樁施工時， 藉由將具有母型接頭之一對鋼管板樁先行打設，並於該等 鋼管板樁間打設具有公型接頭之鋼管板樁，所以不變形之 公型接頭嵌合於因土壓朝外側開啟而變形之母型接頭之空 間，故不產生衝突，而可良好地使接頭相互嵌合，並可提 升施工效率。 圖式簡單說明 第1A圖係顯示鋼管板樁基礎100之俯視圖。 第1B圖係沿第1A圖之D-D線所得之斷面圖。 第2圖係顯示本發明第1實施形態之鋼管板樁接頭構 造1之斷面圖。 第3圖係顯示前述鋼管板樁接頭構造1之公型接頭6 之立體圖。 第4圖係顯示前述鋼管板樁接頭構造1之板狀構件8 之立體圊。 第5圖係顯示板狀構件8之變形例的立體圖。 第6A圖係顯示設於公型接頭6之貫通孔90之立體圖。 第6B圖係顯示上述貫通孔90之斷面圖。 第7A圖係顯示設於公型接頭6之角隅部65之貫通孔 90之立體圖。 第7B圖係顯示上述貫通孔90之斷面圖。 10 201135012 第8圖係顯示有關本發明第2實施形態之鋼管板樁接 頭構造Γ之斷面圖。 第9A圖係顯示用以構築使用前述鋼管板樁接頭構造 1’之鋼管板格基礎之第1步驟的圖示。 第9B圖係顯示用以形成使用前述鋼管板樁頭構造Γ 之鋼管板樁基礎之第2步驟的圖示。 第10圖係顯示本發明實施例之試驗體的側面圖。 第11圖係顯示前述實施例之試驗體的斷面圖。 第12圖係顯示比較例1之試驗體的斷面圖。 第13圖係顯示比較例2之試驗體的斷面圖。 第14圖係顯示實施例、比較例1、比較例2之試驗、结果 的圖表。 I：實施方式3 較佳實施例之詳細說明 【用以實施發明之形態】 (第1實施形態） 以下，就有關本發明第1實施形態之鋼管板樁接頭構造 1依據圖面予以說明。 第1A圖係顯示使用本實施形態之鋼管板樁接頭構造1 而構築之鋼管板樁基礎1 〇 〇，第2 B圖係顯示沿第丨A圖之D - p 線所得之斷面圖。該鋼管板樁基礎100係支持設於河川或摩 厗附近專之橋標的橋腳之開口沉箱基礎，將貫入到川底成 海底之地面G之複數鋼管板樁2以俯視來看並排設置成Ιί 形，且該等鋼管板樁2間透過接頭部3相互連結而構成。 11 201135012 第2圖係顯示有關本實施形態之鋼管板樁接頭構造丄之 斷面圖。該鋼管板樁接頭構造1之接頭部3係連結具有第1鋼 管板樁本管4A (以下稱本管4A)、母型接頭5、公型接頭6 及板狀構件8之第1鋼管板樁2A、與具有第2鋼管板樁本管 4B (以下稱本管4B)、母型接頭5、公型接頭6及板狀構件8 之第2鋼管板樁2B。 該鋼管板樁接頭構造1係埋入第丨鋼管板樁2A，以使第】 鋼管板樁2A之公型接頭6相對於先埋入之第2鋼管板·2Β 之母型接頭5嵌合，之後，藉由將砂漿等之水泥系常溫硬化 性填充材7 (以下只稱填充材7)填充於已嵌合之母型接頭5 及公型接頭6所形成之第1填充空間Α及第2填充空間6而形 成。 母型接頭5如第2圖所示，係具有熔接固定於第2鋼管板 樁2Β之本管4Β之外面且從本管4Β之外面朝本管4Α延伸之 一對母側腳部51、51、與從該一對母側腳部51、51之前端 相互接近之向内彎折成略直角之一對母側臂部52、52。可 使用一對L型鋼材50、50作為母型接頭5。在一對母側臂部 52、52之前端間形成有接受第1鋼管板樁2Α之公型接頭6之 開口部53。 公型接頭6如第2圖所示，係具有熔接固定於第丨鋼管板 樁2Α之本管4Α之外面且從本管4Α之外面朝本管4Β延伸之 一對公側腳部61、61、與從該一對公側腳部61、61之前端 相互分離之向外彎折成略直角之一對公側臂部62、62。可 使用一對L型鋼材60、60作為公型接頭6。 12 201135012 再者，公型接頭6如第3圖所示，於—對公側腳部61、 61相互對向側之表面具有條紋狀之突起63 (凹凸）。該條紋 狀之突起63如第3圖所示，也可形成於—對公側臂部62 ' 62 之表面。 板狀構件8如第2圖所示，設有突起81之面係熔接於第2 本管4B之外面，以與第1本管4A相對向。該板狀構件8也可 固定於從一對母側腳部51、51間之區域的上端到下端的全 長或是一部份長度。特別是，以從上端部分到本管之1/2長 度的區域固定板狀構件8時，在抑制成本下，可充分發揮煎 力強度。作為板狀構件8，可使用如第4圖所示般將表面具 有條紋狀之突起81 (凹凸）之平板狀的條紋鋼板慢慢弯曲 而形成與本管4相同曲率之圓弧板狀之彎曲鋼板8A,或如第 5圖所示之彎折鋼板8B。 於以上之接頭部3 ’如第2圖所示利用嵌合母型接頭5與 公型接頭6 ’而於以公側腳部61、61、連結公型接頭6之角 隅部6 5、6 5間之邊界假想面、及第1本管4 a之外面所圍之位 置，形成用以填充填充材7之第1填充空間A。於以邊界假神 面、第2本管4B之外面及母側腳部51、51所圍之位置，形成 連續於第1填充空間A且用以填充填充材7之第2填充空間 B ° 由於條紋狀之突起63形成於公型接頭6之表面，且條紋 狀之突起81形成於表面之鋼板8設於第2本管4B，因此公型 接頭6與第1填充空間A之填充材7的附著、第2本f4B與第2 填充空間B之填充材7的附著分別提高。因此，可提升接頭 13 201135012 部3之剪力強度。 依據以上之本實施形態，利用於母型接頭5與公蜇接颃 6採用L-L接頭的構造，而可確實地進行接頭部3之第丨填充 空間A及第2填充空間B之土砂的挖掘，且可確實地進行第1 填充空間A及第2填充空間B之内部的清洗。再者，可密實 地朝第1填充空間A及第2填充空間b之内部進行填充材7之 填充。又，利用公側腳部61形成突起63且具有突起81之鋼 板8 δ又於一對母側腳部51、51之間，而可拘束第1填充空間a 及第2填充空間B雙方之填充材7。因此，施工性快速地提 昇，且可確保安定之填充材7的品質。再者，母型接頭5及 公型接頭6與填充材7之附著提高，而可達到接頭部3之剪力 強度的提昇。又，鋼管板樁基礎100在受到地震力所產生之 水平力或土壓等所產生之水平力時，於鋼管板樁2間發生船 直方向之相對變位，而在接頭部3發揮抗剪力，然而依據本 實施形態，利用即使接頭部3之相對變形量增加也可發揮安 定之剪力強度，而可持續吸收大的能量。因此，可大幅地 降低波及至鋼管板樁10全體的損傷。 此處’有關鋼管板樁接頭構造之尺寸，參照第2圖而定 義如下。 公側腳部之長度尺寸α1係意味從公側腳部與本管之溶 接部到公型接頭之角隅部的長度尺寸。 公側臂部之長度尺寸α2係意味從公型接頭之角隅部到 公側臂部之端部的長度尺寸。 母側腳部之長度尺寸βΐ係意味從母側腳部與本管之炫 14 201135012 接部到母型接頭之角隅部的長度尺寸。 母側臂部之長度尺寸β2係意味從母型接頭之角隔部至, 母側臂部之端部的長度尺寸。 _201135012 VI. Description of the invention: [Minghujin 4 standard mussel] Field of the Invention The present invention relates to a steel pipe sheet pile joint structure, a steel pipe sheet pile foundation, and a steel pipe sheet pile foundation construction method. 1 This case claims priority based on the Japanese wish No. 2009-272215 issued on November 30, 2009 in Japan, and its contents are hereby incorporated. t Prior Art 1 Background of the Invention It is common to utilize a steel f-slab joint structure obtained by the following steps: (1) For each adjacent steel pipe sheet pile, a round head steel pipe with a slit is formed ( 2) The joint steel f is fitted and the slab pile is continuously buried in the ground, (3) the soil sand in the joint pipe is drilled, (4) the joint pipe is cleaned, and (5) the sand is destroyed (m〇nar) In the joint steel pipe. Such a pipe pile joint structure is called a P (tube)-P (tube) joint (P-P joint) because the joint steel pipes (p: pipes) are fitted to each other. In addition to the p-p joint, a p'T joint is also used as the steel pipe sheet pile joint structure (see Patent Document D and L-T joints, etc.) The T joint transmits a steel having a narrow-axis steel pipe and a shaft in the axial direction. The type of male joints are connected to each other to join the steel pipe sheet piles. The L-T joints are arranged in parallel in parallel with each other - the female joint made of (4) steel and the male joint made of - T steel The steel pipe sheet piles are joined to each other. In the structure of the fitting joint portion described in the document 1, the protruding τ-shaped steel having a plurality of male-fitting male fittings on the surface and the inner surface are provided with the number of 201135012 The protruding joint steel pipe of the female fitting type of the projection is fitted, and the mortar is placed inside the steel pipe having the protruding joint. In the steel pipe pile joint structure as described above, the following is not suitable. In the case of p-p joints, the mating joints in the state where you are in a state of mutual fitting form three spaces, and it is necessary to perform soil sand excavation and cleaning in each of the narrow joint parts after the fitting is fitted. Filled with cement and sand Therefore, in the case where the joint portion is cleaned and the dense (four) filled sand f quality is unstable, the adhesion strength of the sand gather cannot be ensured by the filling, and the shear strength of the joint portion may not be exhibited. P_P joints are the same, because the joint fitting space is narrow and the filial piety P? joints clean and timely filling H will be & money 仃 joint part of the determination, and the joint strength of the shear strength can not be sure The quality of the material becomes uneasy in the PT joint and the L-τ joint, because of the nature of the ground. In addition, when the force acts on the steel sheet pile, the steel f plate, the water, and the water (four) make the horizontal head and the joint between the joints. Relatively dislocated, so the shear force generated by the second will be transmitted to the joint position to compress the mortar. Because of the reaction force, the y water and the joint are deformed in the opening direction. The joint is made of joint steel pipe and L-shaped steel. In the case of the joint steel pipe or the Τ steel and the mortar, the so-called joint strength is also unsuitable. The shear force of the joint is reduced as a solution to the problem of the joint. Earth sand excavation, '▲ (four) structure A steel pipe coil joint structure which is not suitable for good's and which is required to ensure the working shear strength of the joint and the sand transfer charging is provided. A type of L type is proposed in such a manner that the arms are inwardly inward. In the LL joint described in Patent Document 2, the LL joint described in Patent Document 2 is incorporated in the LL joint described in Patent Document 2, the _ joint of the LL joint described in Patent Document 2, A plurality of protruding rod-shaped steel materials are fixed at predetermined intervals on the outer peripheral surface of the tube sandwiched between the L-shaped steel materials of the female joint and the male joint. Thereby, the adhesion strength of the mortar can be surely performed and the joint portion is made [Embodiment of the invention] [Technical Disclosure] [Patent Document 1] Japanese Laid-Open Patent Publication No. Hei. No. Hei. In the steel pipe sheet pile joint structure described in Patent Document 2, the plurality of the main circumferential surfaces and the plurality of protruding rod-shaped steel materials and the filler are attached to the tube side: This raw material institute The shear force of the cross-section of the filler material is generated by the shear force, and the brother's force is recorded in the filler material and the largest tube is easy to produce oblique shearing. The length direction is from the first pipe to the second force. Urgently lowered. (4) The horizontal force generated by the force or earth pressure is relatively displaced by the level generated by the earthquake. The vertical direction of the c-section of the steel plate is used to exert shear resistance. However, due to the joint part, 201135012 When the amount of relative deformation of the absorbable energy is increased, the shear force is drastically reduced. Therefore, the object of the present invention is to provide a quality that ensures good workability and stability, and that the construction cost can be reduced and the cardiac period can be shortened. And the shearing force of the stable material can be used to make the knot. [Means for Solving the Problems] In order to solve the above problems, the present invention adopts the following configuration. (1) Ben? The first example of the month is 4, the type of steel pipe sheet pile joint structure package 3, the first steel & sheet pile, the second steel pipe sheet pile is adjacent to the first steel pipe plate; the male joint, The utility model has a male-side leg portion which is attached to the first side of the first steel pipe sheet pile, and a male (four) portion which protrudes away from the male side leg portion and is separated from each other, and has irregularities formed on the surface thereof; The second steel official sheet pile tube is attached to the foot portion, the female side foot 4 is extended to be close to each other, and the female (four) portion is fitted to the male plastic joint 'and the plate member. - The second steel pipe sheet pile is provided between the mother side and the second steel pipe sheet pile, and irregularities are formed on the surface. (2) In the steel pipe coil joint structure according to the above (1), the width dimension γ of the plate-like member may be the same as the distance ζ from the front side of the male leg portion (Expression 1). (3) In the steel pipe sheet pile joint structure according to the above (1) or (2), the width dimension γ of the sheet-like member and the length dimension of the male side leg portion "the length dimension α2 of the male (four) portion may satisfy γ< 2(αΐ + α2) (Formula 2) (4) In the steel pipe sheet pile joint structure described in (1) or (2) above, the length dimension α1 of the A side foot # can be described in 201135012 与The length dimension βΐ of the leg portion satisfies α1 > βΐ (Expression 3). (5) In the steel pipe sheet pile joint structure described in the above (1) or (2), the thickness of the joint of the type joint may be smaller than that of the above-mentioned parent. (6) In the steel pipe sheet pile joint structure described in the above (1) or (2), the male side arm portion and the mother side arm portion 'the male side foot may be described A through hole is formed in the steel pipe pile joint structure described in the above (6), and the through hole is formed in the steel pipe sheet joint structure described in the above (6). The hole system is formed in the corner portion of the male joint. (8) The second embodiment of the present invention is a steel pipe sheet pile foundation having the above (1) The steel pipe sheet pile joint structure according to the invention is characterized in that the first steel pipe sheet pile main pipe has the male joint and the female joint, and the second steel pipe pile main pipe has the male joint and the mother (3) A steel pipe sheet pile foundation according to the above aspect (1), characterized in that the first steel pipe sheet pile pipe has - the above-mentioned female joint, and the second steel pipe pile main pipe has a pair of the male joints. (10) A fourth embodiment of the present invention is a method for constructing a steel pipe pile foundation, (7) The method for constructing a steel pipe sheet pile foundation. The 忒 construction method comprises the steps of: continuously burying the aforementioned steel sheet pile member at each predetermined interval; and adjacent the first 丨 steel pipe sheet pile tube [Embodiment of the Invention] According to the configuration described in the above (1), since the unevenness is formed in the male joint and the plate-shaped member, it can be effectively restrained and filled. Pair of male feet 4 The name of the imaginary plane between the corners of the side joints (hereinafter referred to as the boundary imaginary plane) and the filler of the ninth filling space formed by the first steel pipe sheet pile and the filling of the imaginary plane by the boundary - a filler for the second filling space formed by the male side arm portion, the pair of female side leg portions, and the second steel pipe sheet pile, thereby obtaining a steel pipe panel joint structure having high shear strength. Since the shear strength can be increased by merely providing the plate member to the conventional steel pipe sheet pile body by means of welding or the like, the increase in cost can be suppressed to a minimum. %1 can be used for pressing the 接头 and the male joint L_L Since the structure of the joint is such that the excavation of the soil sand in the fitting joint can be surely performed, it is possible to perform the cleaning of the fitting and the filling of the filling material. Therefore, 'the maintenance is drastically improved, and the stability of the product makes the joint part and the filler material as it is, and the strength can be increased.==The strength of the construction can be achieved. (2) Recording dragon , the separation of the male side of the foot separation distance (four), so the second control of the mechanism of shear damage, and can play a stable shear strength. According to the configuration described in the above (3), the plate-like structure and the second side of the male arm portion 201135012 are configured according to the above (4) and (5) because the bending rigidity of the female joint becomes the bending rigidity of the male joint. Therefore, even when the male connector and the female connector are in a state of collision with each other, the male connector is deformed to lower the driving impedance, and the driving can be performed efficiently. Further, when the shear strength is exerted, the female joint having a higher rigidity than the male joint can be pressed from the outside to suppress the deformation of the male joint, and the shear strength can be exhibited. According to the configuration described in the above (6), when the through hole is provided in the male joint and the filling section is cleaned by a water jet (a device for spraying high-pressure water), the outer side of the male joint can be reliably cleaned, that is, the male side. The space where the type joint and the female joint face each other. Further, when the filler is filled, the filler can be introduced into the space in which the male connector and the female connector face each other through the through hole. Therefore, even if the adjacent steel pipe sheet piles are in a compression fitting state, the filling material can be surely filled into the space where the male joint and the female joint face and align, and the adhesion of the filler to each joint is confirmed. It can also increase the shear strength of the joint. According to the configuration described in the above (7), the through hole is provided in the corner of the male contact. [5] It is possible to increase the filling property of the filler in the area where the filler is facing the male connector and the female connector. Therefore, the filler after filling acts as an impedance, and also restricts the displacement in the direction of separation between the steel sheet piles, so that the shear force of the joint portion can be ensured. (4) The configuration described in the above (1), in which the steel pipe sheet pile is symmetrically generated with respect to the steel pipe sheet which is generated when the joint is attached and the joint is added. Since the steel slab pile tube is continuously converted into the original perfect circle due to such a symmetrical change, the fixtures such as the thousand 201135012 gold top can be corrected by setting the position of the inside or outside of the steel tube sheet pile, because no height is required. Correction procedures and large-scale orthotic devices can improve the manufacturing efficiency of steel sheet piles. According to the configuration described in the above (9) and (10), in the construction of the steel pipe sheet pile, the steel pipe sheet pile is first laid by one of the female joints, and the steel pipe piles are provided with the male type. The steel pipe sheet pile of the joint, so that the male joint which is not deformed is fitted into the space of the female joint which is deformed by the earth pressure opening to the outside, so that no conflict occurs, and the joints can be well fitted to each other, and the construction can be improved. effectiveness. BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1A is a plan view showing a steel sheet pile foundation 100. Fig. 1B is a cross-sectional view taken along line D-D of Fig. 1A. Fig. 2 is a cross-sectional view showing a steel pipe sheet pile joint structure 1 according to the first embodiment of the present invention. Fig. 3 is a perspective view showing the male joint 6 of the steel pipe sheet pile joint structure 1 described above. Fig. 4 is a perspective view showing the three-dimensional cymbal of the plate-like member 8 of the steel pipe sheet pile joint structure 1. Fig. 5 is a perspective view showing a modification of the plate member 8. Fig. 6A is a perspective view showing the through hole 90 provided in the male joint 6. Fig. 6B is a cross-sectional view showing the through hole 90. Fig. 7A is a perspective view showing the through hole 90 provided in the corner portion 65 of the male joint 6. Fig. 7B is a cross-sectional view showing the through hole 90. 10 201135012 Fig. 8 is a cross-sectional view showing a structure of a steel pipe sheet pile joint according to a second embodiment of the present invention. Fig. 9A is a view showing a first step of constructing a steel pipe panel foundation using the steel pipe sheet pile joint structure 1'. Fig. 9B is a view showing a second step for forming a steel sheet pile foundation using the above-described steel pipe pile head structure. Fig. 10 is a side view showing a test body of an embodiment of the present invention. Fig. 11 is a sectional view showing the test body of the foregoing embodiment. Fig. 12 is a sectional view showing the test body of Comparative Example 1. Fig. 13 is a sectional view showing the test body of Comparative Example 2. Fig. 14 is a graph showing the results of the tests and results of the examples, comparative examples 1, and comparative examples 2. [Embodiment 3] DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENT [Embodiment of the Invention] (First Embodiment) Hereinafter, a steel pipe sheet pile joint structure 1 according to a first embodiment of the present invention will be described with reference to the drawings. Fig. 1A shows a steel pipe pile foundation 1 〇 构 constructed using the steel pipe sheet pile joint structure 1 of the present embodiment, and Fig. 2B shows a cross-sectional view taken along line D - p of Fig. A. The steel pipe sheet pile foundation 100 supports the open caisson foundation of the bridge foot of the special bridge near the river or the Capricorn, and the plurality of steel pipe piles 2 that penetrate into the ground floor of the bottom of the river into the bottom of the river are arranged side by side in a Ιί shape. The steel pipe sheet piles 2 are connected to each other via the joint portion 3. 11 201135012 Fig. 2 is a cross-sectional view showing the structure of the steel pipe sheet pile joint of the present embodiment. The joint portion 3 of the steel pipe sheet pile joint structure 1 is connected to the first steel pipe sheet pile having the first steel pipe sheet pile main pipe 4A (hereinafter referred to as the main pipe 4A), the female joint 5, the male joint 6 and the plate member 8. 2A. The second steel pipe sheet pile 2B having the second steel pipe sheet pile main pipe 4B (hereinafter referred to as the main pipe 4B), the female joint 5, the male joint 6 and the plate member 8. The steel pipe sheet pile joint structure 1 is embedded in the second steel pipe sheet pile 2A so that the male joint 6 of the first steel pipe sheet pile 2A is fitted to the female joint 5 of the second steel pipe plate 2 that is embedded first. After that, the cement-based room temperature hardening filler 7 (hereinafter simply referred to as the filler 7) is filled in the first filling space 形成 and the second formed by the fitted female joint 5 and the male joint 6 It is formed by filling the space 6. As shown in Fig. 2, the female joint 5 has a welded outer surface of the second steel pipe sheet pile 2, and extends from the outer surface of the inner tube 4 to the inner tube 4'. And the pair of mother side arm portions 52, 52 are bent inwardly from the front ends of the pair of female side leg portions 51, 51. A pair of L-shaped steel materials 50, 50 can be used as the female joint 5. An opening portion 53 for receiving the male joint 6 of the first steel pipe sheet pile 2 is formed between the front ends of the pair of female side arm portions 52, 52. As shown in Fig. 2, the male joint 6 has a welded outer surface of the inner tube 4 of the second steel pipe sheet pile 2, and extends from the outer surface of the inner tube 4 toward the inner tube 4 to the male side legs 61, 61. And the pair of male side legs 62, 62 are bent outwardly from the front ends of the pair of male side legs 61, 61. A pair of L-shaped steel materials 60, 60 can be used as the male joint 6. 12 201135012 Further, as shown in Fig. 3, the male joint 6 has stripe-like projections 63 (concavities and convexities) on the surfaces on the opposite sides of the male side leg portions 61 and 61. The strip-shaped projections 63 may be formed on the surface of the pair of male side arms 62' 62 as shown in Fig. 3. As shown in Fig. 2, the plate-like member 8 is welded to the outer surface of the second main pipe 4B so as to face the first main pipe 4A. The plate member 8 can also be fixed to the full length or a part of the length from the upper end to the lower end of the region between the pair of female side legs 51, 51. In particular, when the plate-like member 8 is fixed in the region from the upper end portion to the half of the length of the tube, the frying power can be sufficiently exerted under the control of cost. As the plate-like member 8, a flat strip-shaped steel sheet having a stripe-like projection 81 (concavity and convexity) on the surface thereof is gradually bent as shown in Fig. 4 to form a circular arc-like curvature having the same curvature as that of the tube 4. Steel plate 8A, or bent steel plate 8B as shown in Fig. 5. As shown in Fig. 2, the joint portion 3' is formed by the fitting female joint 5 and the male joint 6', and the male side legs 61, 61 and the corner joints 6 5, 6 of the male joint 6 are connected. The first filling space A for filling the filler 7 is formed at a position between the five boundary imaginary planes and the outer surface of the first tube 4a. A second filling space B° for filling the filling material 7 is formed at a position surrounded by the boundary false surface, the outer surface of the second tube 4B, and the female side legs 51 and 51. The strip-shaped projection 63 is formed on the surface of the male joint 6, and the steel plate 8 formed on the surface of the strip-shaped projection 81 is provided in the second main pipe 4B, so that the male joint 6 and the filler 7 of the first filling space A are Adhesion, adhesion of the second f4B and the filler 7 of the second filling space B are respectively improved. Therefore, the shear strength of the joint 13 201135012 can be increased. According to the above-described embodiment, the structure in which the female joint 5 and the male joint 6 are LL joints can be used to reliably perform the excavation of the soil in the third filling space A and the second filling space B of the joint portion 3, Further, the inside of the first filling space A and the second filling space B can be surely cleaned. Further, the filling of the filler 7 can be performed densely into the inside of the first filling space A and the second filling space b. Further, the steel plate 8 δ having the projections 63 formed by the male side leg portion 61 and having the projections 81 is interposed between the pair of female side leg portions 51 and 51, and the filling of both the first filling space a and the second filling space B can be restricted. Material 7. Therefore, the construction property is rapidly increased, and the quality of the stable filler material 7 can be ensured. Further, the adhesion of the female joint 5 and the male joint 6 to the filler 7 is improved, and the shear strength of the joint portion 3 can be improved. In addition, when the horizontal force generated by the horizontal force or the earth pressure generated by the seismic force is generated by the steel pipe sheet pile foundation 100, the relative displacement in the ship straight direction occurs between the steel pipe sheet piles 2, and the joint portion 3 is resistant to shearing. However, according to the present embodiment, even if the relative deformation amount of the joint portion 3 is increased, the shear strength of the stabilizer can be exerted, and a large energy can be continuously absorbed. Therefore, damage to the entire steel pipe sheet pile 10 can be greatly reduced. Here, the dimensions of the steel pipe sheet pile joint structure are defined as follows with reference to Fig. 2 . The length dimension α1 of the male side leg means the length dimension from the melting portion of the male leg and the tube to the corner of the male connector. The length dimension α2 of the male side arm means the length dimension from the corner of the male joint to the end of the male arm. The length dimension β of the female side foot means the length dimension from the female side foot and the corner of the tube 14 201135012 to the corner of the female joint. The length dimension β2 of the female side arm means the length dimension from the corner partition of the female joint to the end of the female side arm. _
板狀構件之寬度尺寸Υ係意味沿板狀構件之鋼管周圍 方向的寬度尺寸。然而，板狀構件之凹凸係只形成於寬产 方向之一部份時，不考慮未形成凹凸之部分。 X 一對公側腳部之離開距離Ζ係意味一對公側 本S之炫接部間的距離。 在本實施形態之鋼管板樁接頭構造丨中，板狀構件 寬度尺寸Υ係較一對公側腳部之離開距離Ζ大，亦即 可設定以滿足Υ2Ζ (式4) 此時，相較第1填充空間Α而可將剪力破壞面招弓丨到第 填充空間B。因此，可抑制斜剪裂紋的發生，且可 之剪力強度。 #安定 又，板狀構件8之寬度尺寸Y係較公侧腳部61之長户 寸αΐ與公側臂部62之長度尺寸α2之和的兩倍還小 可設定以滿足下式： 亦即也 Υ<2 (α1 + α2) (式5) 此時’第1填充空間Α被以凹凸所拘東之面積變成 填充空間B被以凹凸所拘束之面積大。因 2 此，由於第1填充 空間A之安定性優越，可不使剪力破壞面產生於第“ ' 間A，而使剪力破壞面產生於本管連結方向的尺、真充二 充空間A較小的第2填充空間B。是故，可抑制斜H = 發生’並可發揮安定之剪力強度。 <、的 15 201135012 而且’板狀構件8之寬度尺寸Y以公側腳部61之長度尺 寸α1與公側臂部62之長度尺寸(Χ2之和的1倍以上者為佳。未 滿1倍時，無法充分發揮所謂提昇如前述之剪力強度的效 果。 又’本實施形態之鋼管板樁接頭構造丨其公側腳部61之 長度尺寸αΐ係較母側腳部51之長度尺寸ρι為大，亦即可設 定以滿足下式： α1>β1 (式 6) 此時，由於可使母型接頭5之彎曲剛性較公型接頭6之 彎曲剛性高，因此打設時即使母型接頭5及公型接頭6成為 衝突的狀態，利用公型接頭6變形使打設阻力變低，而可更 有效率地打設。再者，發揮剪力強度時，利用將剛性較公 型接頭6尚之母型接頭5從外側壓入而可抑制公型接頭6之 變形，並可發揮高的剪力強度。 又，公型接頭6之板厚也可較母型接頭5之板厚為小。 此時，打設時在接頭衝突的情況公型接頭6可易於變 形，且可將打設阻力抑制較小。又，利用使母型接頭5之剛 性較公型接頭6之剛性為高’發揮剪力強度時可抑制接頭的 變形’並可發揮高的剪力強度。 再者，於本實施形態之鋼管板樁接頭構造1，如第6Α 圖、第6Β圖所示’也可將至少一個貫通孔9〇設於公型接頭 6 °藉由如此設置貫通孔90，可更確實地進行混凝土之填 充’且可提高剪力強度。 又’如第7Α圖、第7Β圖所示，將貫通孔9〇設於公塑接 16 201135012 頭6之角隅部65時，可更有效地進行混凝土之填充。 (第2實施形態） 以下，依據圖面說明本發明之第2實施形態。 在第1實施形態之鋼管板樁接頭構造丨中，如第2圊所 示，第1鋼管板樁2A及第2鋼管板樁2B分別具有公型接頭6 與母型接頭5。另一方面，在第2實施形態之鋼管板樁接頭 構造Γ中，如第8圖所示，第1鋼管板樁2A，具有一對母型接 頭5、5，第2鋼管板樁2B，具有一對公型接頭6、6。有關其 他構成係與在第1實施形態中說明之構成相同。 使用該實施形態之鋼管板樁接頭構造丨，構成基礎時， 以藉由以下之步驟構築者為佳。 (1)如第9A圖所示，將具有一對母型接頭5、5之本管 4A’、4A’連續埋入。 (2 )如第9B圖所示，將具有一對公型接頭6、6之本管 4B’埋入於本管4A，、4A’間。 如此構築基礎時’因為不變形之公型接頭6嵌合於因土 壓朝外側打開而變形之母型接頭5的空間，所以不發生衝 犬’且可使相互之接頭良好地嵌合，並可使施工效率提昇。 而且，本發明並不只限於前述實施形態者，並包含了 可達成本發明之目的的其他構成，以下所示之變形等也包 含於本發明。 例如，在前述實施形態中，雖就有關使用作為橋腳之 基礎的鋼管板樁基礎100進行說明，但是本發明之鋼管板樁 基礎並不限於橋腳，可為利用作為支撐任意構造物之基礎 17 201135012The width dimension of the plate member means the width dimension in the direction around the steel pipe of the plate member. However, when the unevenness of the plate member is formed only in one part of the wide production direction, the portion where the unevenness is not formed is not considered. X The distance between the pair of male side feet means the distance between the pair of male side S. In the steel pipe sheet pile joint structure of the present embodiment, the width dimension of the plate-shaped member is larger than the distance between the pair of male side legs, and can be set to satisfy Υ2Ζ (Expression 4). 1 Fill the space Α and the shear failure surface can be bowed to the first filling space B. Therefore, the occurrence of the oblique shear crack can be suppressed, and the shear strength can be obtained. #定定 Further, the width dimension Y of the plate-like member 8 is smaller than twice the sum of the length α of the male leg 61 and the length dimension α2 of the male arm 62 can be set to satisfy the following formula: Υ Υ 2 2 2 2 2 2 2 2 2 2 2 2 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第 第Therefore, since the stability of the first filling space A is excellent, the shear failure surface can be generated in the first "A", and the shear failure surface is generated in the direction in which the tube is connected, and the true charging space A Therefore, the second filling space B is smaller, and it is possible to suppress the inclination H = occurrence and to exert a stable shear strength. 15 201135012 and the width dimension Y of the plate member 8 is the male side foot 61 The length dimension α1 and the length dimension of the male arm portion 62 are preferably one or more times the sum of Χ2. When the thickness is less than one time, the effect of increasing the shear strength as described above cannot be sufficiently exhibited. The steel pipe sheet pile joint structure is such that the length dimension α of the male side leg portion 61 is larger than the length dimension ρι of the female side leg portion 51, and can be set to satisfy the following formula: α1 > β1 (Expression 6) Since the bending rigidity of the female joint 5 can be made higher than the bending rigidity of the male joint 6, even if the female joint 5 and the male joint 6 are in a conflict state during the setting, the deformation of the male joint 6 is used to change the setting resistance. Low, but can be more efficiently set. In addition, when the shear strength is exerted, By pressing the female connector 5 of the rigid male connector 6 from the outside, the deformation of the male connector 6 can be suppressed, and the high shear strength can be exerted. Moreover, the thickness of the male connector 6 can also be higher than that of the female connector. The thickness of the joint 5 is small. At this time, the male joint 6 can be easily deformed in the case where the joint is in conflict, and the set resistance can be suppressed less. Moreover, the rigidity of the female joint 5 is made larger than the male type. The rigidity of the joint 6 is high. When the shear strength is exerted, the deformation of the joint can be suppressed, and the high shear strength can be exhibited. Further, the steel pipe sheet pile joint structure 1 of the present embodiment is as shown in Fig. 6 and Fig. 6 In the above description, at least one through hole 9 can be provided in the male joint 6°. By providing the through hole 90 in this way, the filling of the concrete can be performed more reliably and the shear strength can be improved. In the seventh embodiment, when the through hole 9 is provided in the corner portion 65 of the head 6 of the plastic joint 16 201135012, the concrete can be filled more efficiently. (Second embodiment) Hereinafter, the present invention will be described based on the drawings. Second embodiment. Steel pipe sheet pile joint structure according to the first embodiment In the second steel pipe sheet pile 2A and the second steel pipe sheet pile 2B, the male steel pipe pile 2A and the second steel pipe sheet pile 2B each have a male joint 6 and a female joint 5, and the steel pipe pile joint structure of the second embodiment. As shown in Fig. 8, the first steel pipe sheet pile 2A has a pair of female joints 5, 5 and a second steel pipe sheet pile 2B, and has a pair of male joints 6, 6 with respect to other structures and The configuration described in the first embodiment is the same. When the steel pipe sheet pile joint structure of the embodiment is used, the structure is preferably constructed by the following steps. (1) As shown in Fig. 9A, there will be a pair. The main tubes 4A' and 4A' of the female joints 5 and 5 are continuously embedded. (2) As shown in Fig. 9B, the present tube 4B' having a pair of male joints 6, 6 is buried in the tube 4A. 4A'. When the foundation is constructed in this way, the male joint 6 that is not deformed is fitted into the space of the female joint 5 that is deformed by the earth pressure opening outward, so that the punching does not occur and the joints can be fitted well. Can improve construction efficiency. Further, the present invention is not limited to the above-described embodiments, and includes other configurations which can achieve the object of the invention, and the following modifications and the like are also included in the present invention. For example, in the above-described embodiment, the steel pipe sheet pile foundation 100 which is the basis of the bridge leg is described. However, the steel pipe sheet pile foundation of the present invention is not limited to the bridge leg, and may be used as a basis for supporting an arbitrary structure. 17 201135012
意構造，且其用途並未有特別限定者。 不限於鋼管板樁基礎’ 地下構造物用連續壁等任The structure is intentional, and its use is not particularly limited. Not limited to steel pipe sheet pile foundations
述之實施形態，於形狀、材質、數量、 示且進行說明，然 範圍，對於以上所 其他詳細之構成’ 熟習該項技藝者可加入各種變形。 因此，由於限定了上述所揭示之形狀、材質等之記載 係為了易於理解本發明而例示性的記載者，並非用以限定 本發明者，所以以移除了該等形狀、材質等限定的一部份 或是全部限定的構件名稱之記載是包含於本發明的。 【實施例】 以下，就有關本發明之實施例進行說明。 在本實施例中’碟認了在母型接頭5之母侧腳部51、51 間設置具有突起81之鋼板8的效果、與使板狀構件8之寬户 尺寸Y小於公側腳部61之長度尺寸αΐ及公側臂部62之長度 尺寸α2之和的2倍之效果。 一開始，就有關試驗體進行說明。首先，在製作實施 例之試驗體時，如第10圖及第11圖所示，準備一對一面具 有半徑約600mm之圓弧面92的支柱91、與在相互對向的面 具有與圓弧面92相同曲率之圓弧面94的承載柱93。然後， 於一支柱91之圓弧面92與承載柱93之一圓弧面94分別固定 201135012 有各由一對L型鋼60、60構成之公型接頭6。公型接頭6係利 用將表面設有突起63且板厚為6mm之網紋鋼板彎折而形 成，且具有長度尺寸αΐ為l5〇mm之公側腳部61、61、與長 度尺寸α2為90mm之公側臂部62、62。又，於另一支柱％ 之圓弧面92與承載柱93之另一圓弧面94分別固定有各由— 對L型鋼50、50構成之母型接頭5，且該母型接頭5之間固定 有與圓弧面92相同曲率之圓弧板狀的鋼板8。該母型接頭5 係利用將板厚為9mm之鋼板彎折而形成，並具有長度尺寸 βΐ為130mm之母側腳部51、51、與長度尺寸^為卯爪爪之母 側臂部52、52。鋼板8係於表面具有突起81，且板狀構件8 之寬度尺寸Y係設定成小於公側腳部61之長度尺寸α1與公 側#。卩62之長度尺寸<χ2之和2倍的25〇mm。且，公型接頭6 與母型接頭5與鋼板8之高度尺寸（第1〇圖之上下方向的尺 寸）係設定成lm。 且，將一對支柱91固定於地面G1以使承載柱93可配置 於其間，並將公型接頭6與母型接頭5以第1〇圖及第u圖所 示之方式欲合，並且利用將填充材7填充於第丨填充空間A 與第2填充空間B而使實施例之試驗體完成。 比較例k試驗體，如第12圖所示，係除了沿支柱91與 承载柱93之長度方向分別將各3根竹節鋼筋％祕固定，以 取代於實施例之試驗體中設於母型接頭5之間的鋼板8，且 分別將各3根竹節鋼筋95熔翻定於公型接頭仏間之外， 具有與實施例之試驗體相同之構成。 比較例2之試驗體，如第13圖所示，係除設置鋼板如以 19 201135012 取代實施例之試驗體中所設之鋼板8之外，具有與實施例之 試驗體相同之構成’而該鋼板96於表面具有突起81且係設 定成板狀構件8之寬度尺寸Y超過公側腳部61之長度尺寸α1 與公側臂部62之長度尺寸α2和的2倍之500mm。 其次，就有關試驗方法予以說明。如第10圖所示，一 面將實施例之試驗體的承載柱93往下方壓下，一面測量公 型接頭6與母型接頭5之相對變形（移動）與用以壓下的荷 重，亦即測量在母型接頭5與公型接頭6之間所發生之剪 力。對比較例1、2之試驗體也進行同樣之測量。將各試驗 體之接頭的相對變形量與相對剪力之最大值的比率之關係 顯示於第14圖。 在實施例中，可確認發揮了安定之剪力強度。如第n 圖以二點鏈線所示’其可考慮由於剪力破壞面產生於第2填 充空間B之領域B1，而抑制了斜剪裂縫之發生。 另一方面，在比較例1中，可確認相對變形量超過約 l，5mm時，剪力便急速地降低。如第12圖以二點鏈線所示， 其可考慮由於第1填充空間A中使剪力破壞面產生於支柱91 與承載柱93之連結方向（第12圖之上下方向）之尺寸大於 領域B1的領域A卜而發生斜剪裂縫之故。 又，在比較例2中，可確認相對變形量超過3mm時，剪 力急遽地降低。如第13圖以二點鏈線所示，其可考慮由於 使剪力破壞面產生於支柱91與承載柱93之連結方向的尺寸 大於領域B1之領域A2，而發生斜剪裂縫之故。 由上述，可確認了將板狀構件8、96設置於母型接頭5 20 201135012 之母側腳部51、51間之實施例與比較例2之剪力強度，係較 设置竹節鋼筋95之比較例〗為優。又，可確認了將板狀構件 8之寬度尺寸Y設定成小於(^與心和之2倍的實施例之剪力 強度，係較將板狀構件96之寬度尺寸範圍γ超過(^與心和之 2倍而設定之比較例2為優。 【產業上之利用可能性】 本發明係提供一種可確保良好之施工性及安定品質且 可實現削減建設成本及縮短施工期間，並且可發揮安定之 接頭部的剪力強度的鋼管板樁接頭構造及鋼管板樁基礎。 因此，本發明充分具有產業上之利用可能性。 【圓式簡單說明】 第1A圖係顯示鋼管板樁基礎100之俯視圖。 第1B圖係沿第1A圖之D-D線所得之斷面圖。 第2圖係顯示本發明第1實施形態之鋼管板樁接頭構 造1之斷面圖。 第3圖係顯示前述鋼管板樁接頭構造1之公型接頭6 之立體圖。 第4圖係顯示前述鋼管板樁接頭構造1之板狀構件8 之立體圖。 第5圖係顯示板狀構件8之變形例的立體圖。 第6A圖係顯示設於公型接頭6之貫通孔9〇之立體圖。 第6B圖係顯示上述貫通孔90之斷面圖。 第7A圖係顯示設於公型接頭6之角隅部65之貫通孔 90之立體圖。 21 201135012 第7B圖係顯示上述貫通孔90之斷面圖。 第8圖係顯示有關本發明第2實施形態之鋼管板樁接 頭構造Γ之斷面圖。 第9A圖係顯示用以構築使用前述鋼管板樁接頭構造 1’之鋼管板樁基礎之第1步驟的圖示。 第9B圖係顯示用以形成使用前述鋼管板樁頭構造1， 之鋼管板樁基礎之第2步驟的圖示。 第10圖係顯示本發明實施例之試驗體的側面圖。 第11圖係顯示前述實施例之試驗體的斷面圖。 第12圖係顯示比較例1之試驗體的斷面圖。 第13圖係顯示比較例2之試驗體的斷面圖。 第14圖係顯示實施例、比較例1、比較例2之試驗結果 的圖表。 【主要元件符號說明】 1...鋼管板樁接頭構造 Γ...鋼管板樁接頭構造 2.. .鋼管板樁 2A...第1鋼管板樁 2A’...第1鋼管板樁 2B...第2鋼管板樁 3.. .接頭部 4.. .本管 4A...第1鋼管板樁本管 4A’...第1鋼管板樁本管 4B...第2鋼管板樁本管 4B，...第2鋼管板樁本管 5.. .母型接頭 6.. .公型接頭 7.. .填充材 8.. .板狀構件 8B·.·彎折鋼板 50.. 丄型鋼材 51.. .母側腳部 52…母側臂部 22 201135012 53...開口部 100...鋼管板樁基礎 60..丄型鋼材 A...第1填充空間 61...公側腳部 A1...領域 62…公側臂部 B...第2填充空間 63...突起 B1...領域領域 65...角隅部 G…地面 81...突起突起 G1...地面 90...貫通孔 Y...寬度尺寸範圍 91...支柱 Z...分離距離 92...圓弧面 αΐ...長度尺寸 93...承載柱 α2...長度尺寸 94...圓狐面圓孤面 βΐ...長度尺寸 95...竹節鋼筋 β2…長度尺寸 96...板狀構件 23The embodiments are described in terms of shapes, materials, quantities, and descriptions. However, the scope of the above-described other detailed configurations may be added to those skilled in the art. Therefore, the descriptions of the shapes, materials, and the like described above are intended to be illustrative of the present invention, and are not intended to limit the scope of the present invention. The description of some or all of the defined component names is included in the present invention. [Examples] Hereinafter, examples of the invention will be described. In the present embodiment, the effect of providing the steel plate 8 having the projections 81 between the female side leg portions 51, 51 of the female joint 5 and the width of the wide member Y of the plate member 8 are smaller than that of the male side leg portion 61 are recognized. The effect of the length dimension αΐ and the length dimension α2 of the male arm portion 62 is twice as large. In the beginning, the relevant test body will be explained. First, in the production of the test body of the embodiment, as shown in Figs. 10 and 11, a pair of pillars 91 having a circular arc surface 92 having a radius of about 600 mm and a surface opposite to each other are prepared. The surface 92 has a bearing post 93 of a circular arc surface 94 of the same curvature. Then, the arcuate surface 92 of one of the pillars 91 and one of the arcuate faces 94 of the support post 93 are respectively fixed. 201135012 There are male joints 6 each composed of a pair of L-shaped steels 60 and 60. The male joint 6 is formed by bending an anodized steel plate having a projection 63 on its surface and having a thickness of 6 mm, and has a male side leg portion 61, 61 having a length dimension αΐ of 15 mm, and a length dimension α2 of 90 mm. The male side arms 62, 62. Further, a female joint 5 composed of a pair of L-shaped steels 50, 50 is fixed to the arcuate surface 92 of the other pillar % and the other circular arc surface 94 of the support post 93, and the female joint 5 is interposed therebetween. A circular plate-shaped steel plate 8 having the same curvature as the circular arc surface 92 is fixed. The female joint 5 is formed by bending a steel plate having a thickness of 9 mm, and has a female side leg portion 51, 51 having a length dimension βΐ of 130 mm, and a female side arm portion 52 having a length dimension of a pawl claw, 52. The steel plate 8 has a projection 81 on its surface, and the width dimension Y of the plate member 8 is set to be smaller than the length dimension α1 and the male side # of the male side leg portion 61. The length dimension of 卩62 is <25 and 2 times the sum of 25 〇mm. Further, the height dimension of the male joint 6 and the female joint 5 and the steel plate 8 (the size in the upper and lower directions of the first drawing) is set to lm. Further, a pair of pillars 91 are fixed to the floor G1 so that the carrier post 93 can be disposed therebetween, and the male joint 6 and the female joint 5 are combined in the manner shown in FIG. 1 and FIG. The test piece of the example was completed by filling the filling material 7 with the second filling space A and the second filling space B. In the test piece of Comparative Example k, as shown in Fig. 12, in addition to the longitudinal direction of the support post 93 and the support post 93, each of the three bamboo reinforcing bars was fixed, in place of the female joint in the test body of the example. The steel sheets 8 between the five sheets were each fused between the three joint steel bars 95 and the male joint bars 95, and had the same configuration as the test body of the example. The test body of Comparative Example 2, as shown in Fig. 13, has the same constitution as that of the test body of the example except that the steel plate is replaced by the steel plate 8 provided in the test body of the embodiment of 19 201135012. The steel plate 96 has a projection 81 on the surface thereof and is set such that the width dimension Y of the plate-like member 8 exceeds 500 mm of the length dimension α1 of the male side leg portion 61 and the length dimension α2 of the male side arm portion 62. Second, explain the relevant test methods. As shown in Fig. 10, while the support post 93 of the test body of the embodiment is pressed downward, the relative deformation (movement) of the male joint 6 and the female joint 5 and the load for pressing are measured, that is, The shear force occurring between the female joint 5 and the male joint 6 is measured. The same measurements were also performed on the test bodies of Comparative Examples 1 and 2. The relationship between the relative deformation amount of the joint of each test piece and the ratio of the maximum shear force is shown in Fig. 14. In the examples, it was confirmed that the shear strength of the stability was exerted. For example, the nth figure is shown by a two-dot chain line. It can be considered that the occurrence of the oblique shear crack is suppressed because the shear failure surface is generated in the field B1 of the second filling space B. On the other hand, in Comparative Example 1, it was confirmed that the shear force rapidly decreased when the relative deformation amount exceeded about 1,5 mm. As shown in Fig. 12, as shown by the two-dot chain line, it is considered that the shear failure surface in the first filling space A is generated in the direction in which the strut 91 and the support post 93 are connected (the lower direction in Fig. 12) is larger than the field. The field of B1 has a diagonal shear crack. Further, in Comparative Example 2, it was confirmed that the shear force was drastically lowered when the relative deformation amount exceeded 3 mm. As shown in Fig. 13, as shown by the two-dot chain line, it is considered that the shear fracture surface is caused by the fact that the dimension of the shear failure surface is larger than the area A2 of the field B1 in the direction in which the pillar 91 and the pillar 93 are joined. From the above, it was confirmed that the shear strength of the embodiment in which the plate-like members 8 and 96 were disposed between the female side legs 51 and 51 of the female joint 5 20 201135012 and the comparative example 2 was compared with the provision of the bamboo reinforcing bar 95. Example is excellent. Further, it has been confirmed that the width dimension Y of the plate-like member 8 is set to be smaller than the shear strength of the embodiment which is twice the sum of the core and the core, and the width dimension range γ of the plate-shaped member 96 is exceeded (^ and the heart Comparative Example 2 which is set to be twice as large as that of the second embodiment. [Industrial Applicability] The present invention provides a structure which can ensure good workability and stability, can reduce construction cost, shorten construction period, and can exert stability. The steel pipe sheet pile joint structure and the steel pipe sheet pile foundation of the shear strength of the joint portion. Therefore, the present invention is sufficiently industrially applicable. [Circular Simple Description] Fig. 1A shows a plan view of the steel pipe sheet pile foundation 100. Fig. 1B is a cross-sectional view taken along line DD of Fig. 1A. Fig. 2 is a cross-sectional view showing a steel pipe sheet pile joint structure 1 according to the first embodiment of the present invention. Fig. 3 is a view showing the steel pipe sheet pile. Fig. 4 is a perspective view showing the plate-like member 8 of the steel pipe sheet pile joint structure 1. Fig. 5 is a perspective view showing a modification of the plate member 8. Fig. 6A is a perspective view. Display is set to male Fig. 6B is a cross-sectional view showing the through hole 90. Fig. 7A is a perspective view showing the through hole 90 provided in the corner portion 65 of the male joint 6. 21 201135012 7B is a cross-sectional view showing the through hole 90. Fig. 8 is a cross-sectional view showing the structure of the steel pipe sheet pile joint according to the second embodiment of the present invention. Fig. 9A is a view showing the construction of the steel pipe sheet pile. Illustration of the first step of the steel pipe sheet pile foundation of the joint structure 1'. Fig. 9B is a view showing the second step of forming the steel pipe sheet pile foundation using the steel pipe pile head structure 1. Fig. 11 is a cross-sectional view showing the test body of the above embodiment. Fig. 12 is a cross-sectional view showing the test body of Comparative Example 1. Fig. 13 is a view showing a test piece of the test body of the first embodiment. A cross-sectional view of the test piece of Comparative Example 2. Fig. 14 is a graph showing the test results of Examples, Comparative Example 1, and Comparative Example 2. [Explanation of main component symbols] 1...Steel sheet pile joint structure Γ.. Steel pipe sheet pile joint structure 2.. Steel pipe sheet pile 2A... 1st steel pipe sheet pile 2A'...1st steel pipe sheet pile 2B...2nd steel pipe sheet pile 3... Joint part 4... This pipe 4A...1st steel pipe sheet pile pipe 4A'...1st steel pipe Sheet pile main tube 4B... 2nd steel tube sheet pile This tube 4B, ... 2nd steel tube sheet pile This tube 5.. . Female joint 6.. . Male joint 7.. Filling material 8.. Plate member 8B·.·Bent steel plate 50.. 丄-type steel material 51.. mother side foot portion 52...mother side arm portion 22 201135012 53...opening portion 100...steel sheet pile foundation 60..丄 type steel A... first filling space 61... male side foot A1... field 62... male side arm B... second filling space 63... protrusion B1... field area 65 ... corner joint G... ground 81... protrusion protrusion G1... floor 90... through hole Y... width size range 91... pillar Z... separation distance 92... arc Surface αΐ...length dimension 93...bearing column α2...length dimension 94...round fox face round orphan surface βΐ...length dimension 95...bamboo steel bar β2...length dimension 96...board Member 23