JP4249045B2

JP4249045B2 - Joining member, sheet pile foundation structure, bridge, footing and sheet pile joining method

Info

Publication number: JP4249045B2
Application number: JP2004023040A
Authority: JP
Inventors: 英俊西岡; 政幸神田; 修村田; 純治崎本; 淳一平尾; 光男東野; 浩一田中
Original assignee: Obayashi Corp; Railway Technical Research Institute
Current assignee: Obayashi Corp; Railway Technical Research Institute
Priority date: 2004-01-30
Filing date: 2004-01-30
Publication date: 2009-04-02
Anticipated expiration: 2024-01-30
Also published as: JP2005213903A

Description

本発明は、鉄道や車道に適用される橋梁に関するものである。 The present invention relates to a bridge applied to railways and roadways.

従来、この種の橋梁においては、地盤抵抗特性を向上させるため、フーチングにシートパイル（鋼矢板）を組み合わせることにより、シートパイルによる囲い込み効果によって底面支持力を高めていた。このとき、フーチングの底面の荷重が十分に発揮された上で、補助的にシートパイルが抵抗する機構を構築することが重要となる。 Conventionally, in this type of bridge, in order to improve the ground resistance characteristics, the bottom support force has been increased by combining the footing with a sheet pile (steel sheet pile) and by the enclosing effect of the sheet pile. At this time, it is important to construct a mechanism that the sheet pile resists supplementarily after the load on the bottom surface of the footing is sufficiently exerted.

しかし、橋脚の立ち上げ前にフーチングとシートパイルを剛結してしまうと、橋脚や橋桁などの上部構造の荷重はシートパイルの貫入抵抗により負担され、フーチングの底面接地圧は上昇せず、地盤抵抗特性があまり向上しない。一方、フーチングとシートパイルを結合しない場合、地震が発生したときに、慣性力による回転モーメントに対して、シートパイルの軸力とフーチングの幅との積として抵抗するモーメントが期待できない。 However, if the footing and the seat pile are rigidly connected before the pier is started up, the load on the upper structure such as the pier and bridge girder will be borne by the penetration resistance of the seat pile, and the ground contact pressure of the footing will not rise. Resistance characteristics do not improve much. On the other hand, when the footing and the sheet pile are not coupled, when an earthquake occurs, a moment that resists the rotational moment due to the inertial force as the product of the axial force of the sheet pile and the width of the footing cannot be expected.

本発明は、このような事情に鑑み、フーチングの底面接地圧を十分に高めた上で、シートパイルによる地盤補強効果を最大限に引き出すことができる、シートパイル基礎構造、橋梁、フーチングとシートパイルの接合方法を提供することを目的とする。
In view of such circumstances, after sufficiently enhanced bottom ground pressure of the footing, the ground reinforcement effect by the sheet piles can be maximized, shea Topairu substructure, bridges, footings and the sheet pile It is an object of the present invention to provide a joining method.

まず、請求項１に係る発明のシートパイル基礎構造は、地盤にフーチングを施工し、前記フーチングの側囲にシートパイルを打設して当該フーチングと接合したシートパイル基礎構造において、前記フーチングと前記シートパイルとの相対変位を吸収する弾性部材を、棒状体からなる冶具の全長にわたって周設させてなるせん断力伝達用の接合部材を、前記シートパイルの内側面に一端を固定して取り付けて、前記フーチングの上下方向の中央部に配置し、前記フーチングと前記シートパイルとの相対変位を吸収する弾性部材を、棒状体からなる冶具の一端部のみに周設させてなる引張力伝達用の接合部材を、前記シートパイルの内側面に前記一端を固定して取り付けて、前記フーチングの上下端部近傍に配置したことを特徴とする。
また、請求項２に係る発明の橋梁は、前記シートパイル基礎構造を備えたことを特徴とする。
また、請求項３に係る発明のフーチングとシートパイルの接合方法は、地盤にシートパイルを打設する工程と、前記シートパイルに包囲された地盤を掘削する工程と、棒状体からなる第１の冶具を、前記シートパイルの内側面に一端を固定して取り付けて、フーチングの上下方向の中央部に配置する工程と、棒状体からなる第２の冶具を、前記シートパイルの内側面に一端を固定して取り付けて、前記フーチングの上下端部近傍に配置する工程と、前記フーチングと前記シートパイルとの相対変位を吸収する弾性部材を、前記第１の冶具の全長にわたって周設させる工程と、前記フーチングと前記シートパイルとの相対変位を吸収する弾性部材を、前記第２の冶具の前記一端部のみに周設させる工程と、前記シートパイルの内側にフーチングコンクリートを打設する工程とを備えたことを特徴とする。

First, the sheet pile foundation structure of the invention according to claim 1 is a sheet pile foundation structure in which a footing is applied to the ground, a sheet pile is placed in a side wall of the footing, and the footing is joined to the footing. An elastic member that absorbs relative displacement with the sheet pile is attached to the inner surface of the sheet pile with a joining member for shear force transmission formed by surrounding the entire length of the rod-shaped jig, Joint for tensile force transmission, which is arranged at the center of the footing in the vertical direction and has an elastic member that absorbs relative displacement between the footing and the sheet pile around only one end of a rod-shaped jig. The member is disposed in the vicinity of the upper and lower ends of the footing with the one end fixed and attached to the inner side surface of the sheet pile .
According to a second aspect of the present invention , there is provided a bridge comprising the sheet pile foundation structure.
According to a third aspect of the present invention , there is provided a method for joining a footing and a sheet pile , comprising: a step of placing a sheet pile on the ground; a step of excavating the ground surrounded by the sheet pile ; Fixing one end of the jig to the inner side surface of the sheet pile and placing it in the center of the footing in the vertical direction, and attaching the second jig made of a rod-like body to the inner side surface of the sheet pile. Fixing and attaching, placing near the upper and lower ends of the footing, and providing an elastic member that absorbs relative displacement between the footing and the sheet pile over the entire length of the first jig; an elastic member for absorbing the relative displacement between the sheet piles and the footing, a step of circumferentially provided only on the one end of the second jig, footing inside the sheet pile Characterized by comprising a step of pouring the Nkurito.

本発明によれば、死荷重作用時はシートパイルに軸力伝達せず、地震発生時に水平荷重や回転力が作用したときにシートパイルに軸力伝達することができる。その結果、フーチングの底面接地圧を十分に高めた上で、シートパイルによる地盤補強効果を最大限に引き出すことが可能となる。 According to the present invention, axial force can be transmitted to the seat pile when a horizontal load or a rotational force is applied when an earthquake occurs, without transmitting axial force to the seat pile when a dead load is applied. As a result, it is possible to maximize the ground reinforcement effect by the sheet pile while sufficiently increasing the bottom surface contact pressure of the footing.

また、治具の基部にのみ弾性部材が設けられた引張力伝達用の接合部材をフーチングの上下端部近傍に配置し、治具の全長にわたって弾性部材が設けられたせん断力伝達用の接合部材をフーチングの中央部に配置すると、シートパイルによる地盤補強効果を効率的に引き出すことができる。 Further, a joining member for transmitting a tensile force in which an elastic member is provided only at the base of the jig is arranged near the upper and lower ends of the footing, and an elastic member is provided over the entire length of the jig. If it is arrange | positioned in the center part of a footing, the ground reinforcement effect by a sheet pile can be pulled out efficiently.

以下、本発明の実施形態を図面に基づいて説明する。 Hereinafter, embodiments of the present invention will be described with reference to the drawings.

シートパイル基礎構造１は、図１に示すように、地盤２に施工された矩形のフーチング３を有しており、フーチング３の側囲には波形断面の４枚のシートパイル５が打設されている。フーチング３の下側には平板状の基礎コンクリート１０が打設されている。フーチング３とシートパイル５との接合部には多数個の接合部材４が用いられている。各接合部材４は、シートパイル５の内側面に横向きに溶接された治具６と、フーチング３とシートパイル５との相対変位を吸収するために治具６の基部に周設された円筒状の弾性部材７とから構成されている。この治具６としては、図２に示すように、頭付きスタッドジベル６１を用いてもよく、図３に示すように、異形棒鋼（異形鉄筋）６２を採用しても構わない。また、弾性部材７としては、図２に示すように、外側面から内側面に至る切り込み７１ｂを有する半割り円筒状の弾性ゴム７１（頭付きスタッドジベル６１の場合）や、図３に示すように、貫通孔７２ａを有する円筒状の弾性ゴム７２（異形棒鋼６２の場合）を用いることができる。 As shown in FIG. 1, the sheet pile basic structure 1 has a rectangular footing 3 constructed on the ground 2, and four sheet piles 5 having a corrugated cross section are driven around the footing 3. ing. A flat foundation concrete 10 is placed under the footing 3. A large number of joining members 4 are used at the joint between the footing 3 and the sheet pile 5. Each joining member 4 includes a jig 6 welded laterally to the inner surface of the sheet pile 5 and a cylindrical shape provided around the base of the jig 6 to absorb relative displacement between the footing 3 and the sheet pile 5. And the elastic member 7. As this jig 6, as shown in FIG. 2, a headed stud gibber 61 may be used, and as shown in FIG. 3, a deformed bar steel (deformed bar) 62 may be adopted. Further, as the elastic member 7, as shown in FIG. 2, a half-cylindrical elastic rubber 71 (in the case of the headed stud gibel 61) having a cut 71b extending from the outer surface to the inner surface, or as shown in FIG. In addition, a cylindrical elastic rubber 72 (in the case of the deformed steel bar 62) having a through hole 72a can be used.

次に、図４に基づき、このシートパイル基礎構造１を施工する手順を述べる。ここでは、説明の便宜上、治具６の全長にわたって弾性部材７を周設した接合部材４を用いる場合について説明する。 Next, based on FIG. 4, the procedure for constructing the sheet pile foundation structure 1 will be described. Here, for convenience of explanation, a case where the joining member 4 in which the elastic member 7 is provided around the entire length of the jig 6 is used will be described.

まず、図４（ａ）に示すように、地盤２に試掘、埋設切り回しを行う。 First, as shown in FIG. 4A, trial digging and burying cutting are performed on the ground 2.

次いで、図４（ｂ）に示すように、地盤２に４枚のシートパイル５を打設する。 Next, as shown in FIG. 4B, four sheet piles 5 are placed on the ground 2.

次いで、図４（ｃ）に示すように、シートパイル５に包囲された地盤２を掘削し、シートパイル５、５間に土止め支保工９を架設する。 Next, as shown in FIG. 4C, the ground 2 surrounded by the sheet pile 5 is excavated, and the earth retaining support 9 is installed between the sheet piles 5 and 5.

次いで、図４（ｄ）に示すように、シートパイル５内の地盤２上に基礎コンクリート１０を打設する。 Next, as shown in FIG. 4 (d), the foundation concrete 10 is placed on the ground 2 in the sheet pile 5.

次いで、図４（ｅ）に示すように、各シートパイル５の内側面に多数個の接合部材４を取り付ける。それには、各シートパイル５の内側面に多数個の治具６を横向きに溶接し、各治具６に弾性部材７を周設する。このとき、治具６が頭付きスタッドジベル６１である場合は、外側面から内側面に至る切り込み７１ｂを有する半割り円筒状の弾性ゴム７１を弾性部材７として用い、また、治具６が異形棒鋼６２である場合は、貫通孔７２ａを有する円筒状の弾性ゴム７２を弾性部材７として用いることにより、治具６に対して弾性部材７を簡便に短時間で取り付けることができる。 Next, as shown in FIG. 4E, a large number of joining members 4 are attached to the inner surface of each sheet pile 5. For this purpose, a large number of jigs 6 are welded laterally to the inner surface of each sheet pile 5, and an elastic member 7 is provided around each jig 6. At this time, when the jig 6 is a headed stud divel 61, a half-cylindrical elastic rubber 71 having a cut 71b extending from the outer surface to the inner surface is used as the elastic member 7, and the jig 6 is deformed. In the case of the steel bar 62, the elastic member 7 can be easily attached to the jig 6 in a short time by using the cylindrical elastic rubber 72 having the through hole 72a as the elastic member 7.

最後に、図４（ｆ）に示すように、基礎コンクリート１０上にフーチング３を施工する。それには、シートパイル５の内側にフーチングコンクリートを打設し、所定時間だけ養生して固化させる。 Finally, as shown in FIG. 4 (f), the footing 3 is applied on the foundation concrete 10. For this purpose, footing concrete is placed inside the sheet pile 5 and is cured and solidified for a predetermined time.

ここで、シートパイル基礎構造１の施工が終了する。 Here, the construction of the sheet pile foundation structure 1 is completed.

こうして施工されたシートパイル基礎構造１においては、４枚のシートパイル５による囲い込み効果により、フーチング３の底面支持力が向上し、地盤抵抗特性が向上する。 In the sheet pile foundation structure 1 thus constructed, due to the enclosing effect of the four sheet piles 5, the bottom supporting force of the footing 3 is improved, and the ground resistance characteristics are improved.

そして、図４（ｇ）に示すように、フーチング３上に橋脚１３を立ち上げ、橋脚１３に橋桁（図示せず）を架設した後、シートパイル５の上端を切断し、埋め戻しを行う。すると、これらの上部構造（橋脚１３および橋桁）の自重によってフーチング３が地盤２に沈み込む。このとき、各接合部材４の治具６には、その全長にわたり、フーチング３とシートパイル５との相対変位を吸収する弾性部材７が周設されているので、フーチング３の沈み込んでも、その沈み込み量が弾性部材７の肉厚を越えない限り、治具６がフーチング３に押し下げられて下降することはない。その結果、上部構造の自重は、シートパイル５へは軸力伝達されず、フーチング３のみで負担される。したがって、死荷重作用時は、フーチング３の底面接地圧が上昇し、地盤抵抗特性が十分に向上する。 Then, as shown in FIG. 4G, after the bridge pier 13 is raised on the footing 3 and a bridge girder (not shown) is installed on the bridge pier 13, the upper end of the sheet pile 5 is cut and backfilled. Then, the footing 3 sinks into the ground 2 due to the weight of these superstructures (the pier 13 and the bridge girder). At this time, since the jig 6 of each joining member 4 is provided with an elastic member 7 that absorbs the relative displacement between the footing 3 and the sheet pile 5 over its entire length, even if the footing 3 sinks, As long as the sinking amount does not exceed the thickness of the elastic member 7, the jig 6 is not pushed down by the footing 3 and lowered. As a result, the weight of the upper structure is not transmitted to the sheet pile 5 but is borne only by the footing 3. Therefore, when the dead load is applied, the bottom contact pressure of the footing 3 is increased, and the ground resistance characteristics are sufficiently improved.

また、地震発生時に水平荷重や回転力がフーチング３に作用し、フーチング３の周縁部の昇降量が所定量（弾性部材７の肉厚に相当する量）を越えると、図４（ｈ）に示すように、フーチング３が弾性部材７を押し潰して治具６に当接するため、せん断力が治具６に伝達され、シートパイル５の軸力が増大する。その結果、シートパイル５の軸力とフーチング３の幅との積として抵抗するモーメントが十全に発揮され、シートパイル５による地盤補強効果が最大限に引き出される。 Further, when a horizontal load or a rotational force acts on the footing 3 at the time of the occurrence of the earthquake and the amount of elevation of the peripheral portion of the footing 3 exceeds a predetermined amount (an amount corresponding to the thickness of the elastic member 7), FIG. As shown, since the footing 3 crushes the elastic member 7 and comes into contact with the jig 6, the shearing force is transmitted to the jig 6 and the axial force of the sheet pile 5 increases. As a result, the moment that resists as the product of the axial force of the sheet pile 5 and the width of the footing 3 is fully exhibited, and the ground reinforcement effect by the sheet pile 5 is maximized.

なお、上述した第１の実施形態においては、治具６の全長にわたって弾性部材７を周設した接合部材４を用いた場合について説明したが、治具６の基部にのみ弾性部材７を周設してもよい。 In the above-described first embodiment, the case where the joining member 4 in which the elastic member 7 is provided around the entire length of the jig 6 is used has been described. However, the elastic member 7 is provided only at the base of the jig 6. May be.

また、フーチング３に回転力が作用した場合、フーチング３の中央部では接合部材４に主としてせん断力が作用するのに対して、フーチング３の上下端部近傍では接合部材４にせん断力および引張力が作用する。この点に着目し、図５（ａ）に示すように、短い治具６Ｂの全長にわたって弾性部材７が周設された接合部材４Ｂをせん断力伝達用としてフーチング３の中央部に配置し、図６に示すように、長い治具６Ａの基部にのみ弾性部材７が周設された接合部材４Ａを引張力伝達用としてフーチング３の上下端部近傍に配置することにより、シートパイル５による地盤補強効果を効率的に引き出すこともできる。なお、図５（ｂ）に示すように、専用可動型スタッドジベルアンカーを利用して鋼製カバー１４を取り付けてもよい。 When a rotational force is applied to the footing 3, a shearing force mainly acts on the joining member 4 at the center of the footing 3, whereas a shearing force and a tensile force are applied to the joining member 4 near the upper and lower ends of the footing 3. Works. Focusing on this point, as shown in FIG. 5A, the joining member 4B having the elastic member 7 provided around the entire length of the short jig 6B is arranged at the center of the footing 3 for shearing force transmission. As shown in FIG. 6, ground reinforcement by the sheet pile 5 is made by arranging a joining member 4 </ b> A in which an elastic member 7 is provided only around the base of a long jig 6 </ b> A in the vicinity of the upper and lower ends of the footing 3 for transmitting a tensile force. The effect can also be brought out efficiently. In addition, as shown in FIG.5 (b), you may attach the steel cover 14 using an exclusive movable stud gibber anchor.

このシートパイル基礎構造１の施工手順は次のとおりである。 The construction procedure of this sheet pile foundation structure 1 is as follows.

まず、図７（ａ）に示すように、地盤２に４枚のシートパイル５を打設する。 First, as shown in FIG. 7A, four sheet piles 5 are placed on the ground 2.

次いで、図７（ｂ）に示すように、シートパイル５に包囲された地盤２を掘削し、この地盤２上に基礎コンクリート１０を打設する。 Next, as shown in FIG. 7B, the ground 2 surrounded by the sheet pile 5 is excavated, and the foundation concrete 10 is placed on the ground 2.

次いで、各シートパイル５の内側面に多数個の接合部材４を取り付ける。このとき、フーチング３の上下端部近傍に相当する部位には引張力伝達用の接合部材４Ａを配置し、フーチング３の中央部に相当する部位にはせん断力伝達用の接合部材４Ｂを配置する。それには、図７（ｃ）に示すように、フーチング３の上下端部近傍に相当する部位において、シートパイル５の内側面に多数個の長い治具６Ａを溶接し、図７（ｄ）に示すように、これらの治具６Ａの基部に弾性部材７を周設する。一方、フーチング３の中央部に相当する部位においては、図７（ｃ）に示すように、シートパイル５の内側面に多数個の短い治具６Ｂを溶接し、図７（ｄ）に示すように、これらの治具６Ｂの全長にわたって弾性部材７を周設する。 Next, a large number of joining members 4 are attached to the inner surface of each sheet pile 5. At this time, a joining member 4A for transmitting a tensile force is disposed in a portion corresponding to the vicinity of the upper and lower ends of the footing 3, and a joining member 4B for transmitting a shear force is disposed in a portion corresponding to the central portion of the footing 3. . For this purpose, as shown in FIG. 7 (c), a large number of long jigs 6A are welded to the inner side surface of the sheet pile 5 at portions corresponding to the vicinity of the upper and lower ends of the footing 3, and FIG. As shown, an elastic member 7 is provided around the base of these jigs 6A. On the other hand, at a portion corresponding to the central portion of the footing 3, as shown in FIG. 7C, a large number of short jigs 6B are welded to the inner surface of the sheet pile 5, as shown in FIG. In addition, the elastic member 7 is provided around the entire length of these jigs 6B.

次いで、図７（ｅ）に示すように、フーチング配筋１２を配設する。 Subsequently, as shown in FIG.7 (e), the footing reinforcement 12 is arrange | positioned.

最後に、図７（ｆ）に示すように、基礎コンクリート１０上にフーチング３を施工する。それには、シートパイル５の内側にフーチングコンクリートを打設し、所定時間だけ養生して固化させる。 Finally, as shown in FIG. 7 (f), the footing 3 is applied on the foundation concrete 10. For this purpose, footing concrete is placed inside the sheet pile 5 and is cured and solidified for a predetermined time.

そして、図７（ｇ）に示すように、フーチング３上に橋脚１３を立ち上げ、橋脚１３に橋桁（図示せず）を架設する。すると、これらの上部構造（橋脚１３および橋桁）の自重によってフーチング３が地盤２に沈み込む。このとき、せん断力伝達用の接合部材４Ｂは、治具６Ｂの全長にわたって弾性部材７が周設されているので、フーチング３が沈み込んでも、その沈み込み量が弾性部材７の肉厚を越えない限り、治具６Ｂがフーチング３に押し下げられて下降することはない。一方、引張力伝達用の接合部材４Ａは、治具６Ａの基部にのみ弾性部材７が周設されているので、フーチング３の沈み込みに伴い、治具６Ａは、その先端部が下降し、基部が曲げ変形を起こす。しかし、上部構造の載荷によるフーチング３の沈み込み量は少ないので、このとき各治具６Ａに発生する引張力は無視できるほど小さい。これらの結果、上部構造の自重は、シートパイル５へは軸力伝達されず、フーチング３のみで負担される。したがって、死荷重作用時は、フーチング３の底面接地圧が上昇し、地盤抵抗特性が十分に向上する。 Then, as shown in FIG. 7 (g), the bridge pier 13 is raised on the footing 3, and a bridge girder (not shown) is installed on the bridge pier 13. Then, the footing 3 sinks into the ground 2 due to the weight of these superstructures (the pier 13 and the bridge girder). At this time, the joining member 4B for transmitting the shearing force is provided with the elastic member 7 around the entire length of the jig 6B. Therefore, even if the footing 3 sinks, the amount of sinking exceeds the thickness of the elastic member 7. Unless it is, the jig 6B is pushed down by the footing 3 and does not descend. On the other hand, in the joining member 4A for transmitting the tensile force, the elastic member 7 is provided around only the base of the jig 6A. Therefore, as the footing 3 sinks, the jig 6A has its tip part lowered, The base part undergoes bending deformation. However, since the amount of sinking of the footing 3 due to the loading of the upper structure is small, the tensile force generated in each jig 6A at this time is so small that it can be ignored. As a result, the weight of the upper structure is not transmitted to the sheet pile 5 but is borne only by the footing 3. Therefore, when the dead load is applied, the bottom contact pressure of the footing 3 is increased, and the ground resistance characteristics are sufficiently improved.

また、地震発生時に水平荷重や回転力がフーチング３に作用し、フーチング３の周縁部の昇降量が所定量（弾性部材７の肉厚に相当する量）を越えると、図７（ｈ）に示すように、フーチング３が接合部材４Ｂの弾性部材７を押し潰して治具６Ｂに当接するため、せん断力が各治具６Ｂに伝達され、シートパイル５の軸力が増大する。同時に、治具６Ａはその基部が大きな曲げ変形を起こすため、治具６Ａの引張力がシートパイル５に伝達され、シートパイル５の軸力が増大する。これらの結果、シートパイル５の軸力とフーチング３の幅との積として抵抗するモーメントが十全に発揮され、シートパイル５による地盤補強効果が最大限に引き出される。 Further, when a horizontal load or a rotational force acts on the footing 3 at the time of the occurrence of the earthquake and the amount of elevation of the peripheral portion of the footing 3 exceeds a predetermined amount (an amount corresponding to the thickness of the elastic member 7), FIG. As shown, since the footing 3 crushes the elastic member 7 of the joining member 4B and comes into contact with the jig 6B, the shearing force is transmitted to each jig 6B and the axial force of the sheet pile 5 increases. At the same time, since the base of the jig 6A undergoes a large bending deformation, the tensile force of the jig 6A is transmitted to the sheet pile 5, and the axial force of the sheet pile 5 increases. As a result, the moment that resists as the product of the axial force of the sheet pile 5 and the width of the footing 3 is fully exhibited, and the ground reinforcement effect by the sheet pile 5 is maximized.

また、上述の実施形態においては、フーチング３が矩形である場合について説明したが、矩形以外の形状（例えば、多角形や円形）のフーチング３にも適用可能である。 Moreover, although the case where the footing 3 was a rectangle was demonstrated in the above-mentioned embodiment, it is applicable also to the footing 3 of shapes (for example, a polygon and a circle) other than a rectangle.

また、上述の実施形態においては、シートパイル５の断面形状が波形である場合について説明したが、シートパイル５の断面形状は波形に限るわけではない。 Moreover, in the above-mentioned embodiment, although the case where the cross-sectional shape of the sheet pile 5 was a waveform was demonstrated, the cross-sectional shape of the sheet pile 5 is not necessarily restricted to a waveform.

また、上述の実施形態においては、フーチング３の下側に基礎コンクリート１０を打設する場合について説明したが、この基礎コンクリート１０を省くこともできる。 Moreover, in the above-mentioned embodiment, although the case where the foundation concrete 10 was laid under the footing 3 was demonstrated, this foundation concrete 10 can also be omitted.

また、上述の実施形態においては、試掘、埋設切り回し、土止め支保工９の架設、基礎コンクリート１０の打設、シートパイル５の上端の切断、埋め戻しを行う場合について説明したが、これらの作業を省略することも可能である。 Moreover, in the above-mentioned embodiment, although the case where trial digging, burying cutting, construction of the earth retaining support 9, placement of the foundation concrete 10, cutting of the upper end of the sheet pile 5, and backfilling were described, It is also possible to omit the work.

また、上述の実施形態においては、弾性部材７として、半割り円筒状の弾性ゴム７１や円筒状の弾性ゴム７２を用いる場合について説明したが、半割り角筒状の弾性ゴム（図示せず）や角筒状の弾性ゴム（図示せず）を代用してもよい。或いはまた、発泡スチロール（ＥＰＳ：発泡ポリスチレン）を直巻きしたり、ウレタン樹脂を吹き付けたりして、これを弾性部材７としても構わない。 In the above-described embodiment, the case where the half-cylindrical elastic rubber 71 or the cylindrical elastic rubber 72 is used as the elastic member 7 has been described. However, the half-square cylindrical elastic rubber (not shown) is used. Alternatively, an elastic rubber (not shown) having a rectangular tube shape may be substituted. Alternatively, the elastic member 7 may be formed by directly winding expanded polystyrene (EPS: expanded polystyrene) or spraying urethane resin.

本発明に係るシートパイル基礎構造の一実施形態を示す図であって、（ａ）はその平面図、（ｂ）はその鉛直断面図である。It is a figure which shows one Embodiment of the sheet pile basic structure which concerns on this invention, Comprising: (a) is the top view, (b) is the vertical sectional view. 本発明に係る接合部材の第１の実施形態を示す斜視図である。It is a perspective view which shows 1st Embodiment of the joining member which concerns on this invention. 本発明に係る接合部材の第２の実施形態を示す斜視図である。It is a perspective view which shows 2nd Embodiment of the joining member which concerns on this invention. 本発明に係るシートパイル基礎構造の施工手順の一例を示す工程図である。It is process drawing which shows an example of the construction procedure of the sheet pile basic structure which concerns on this invention. 本発明に係る接合部材の第３の実施形態を示す鉛直断面図である。It is a vertical sectional view showing a 3rd embodiment of a joining member concerning the present invention. 本発明に係る接合部材の第４の実施形態を示す鉛直断面図である。It is a vertical sectional view showing a 4th embodiment of a joining member concerning the present invention. 本発明に係るシートパイル基礎構造の施工手順の別の例を示す工程図である。It is process drawing which shows another example of the construction procedure of the sheet pile foundation structure which concerns on this invention.

Explanation of symbols

１……シートパイル基礎構造
２……地盤
３……フーチング
４……接合部材
５……シートパイル
６……治具
７……弾性部材
７１ｂ……切り込み
７２ａ……貫通孔
DESCRIPTION OF SYMBOLS 1 ... Sheet pile basic structure 2 ... Ground 3 ... Footing 4 ... Joining member 5 ... Sheet pile 6 ... Jig 7 ... Elastic member 71b ... Incision 72a ... Through-hole

Claims

Install footing on the ground,
In the sheet pile foundation structure in which a sheet pile is placed on the side of the footing and joined to the footing,
An elastic member that absorbs relative displacement between the footing and the sheet pile is provided around a full length of a rod-shaped jig, and a shearing force transmitting joining member is fixed at one end to the inner surface of the sheet pile. And place it at the center in the vertical direction of the footing,
An elastic member that absorbs the relative displacement between the footing and the sheet pile is provided around only one end of a jig made of a rod-like body, and a tensile force transmitting joining member is provided on the inner surface of the sheet pile. A sheet pile foundation structure characterized by being fixedly attached and disposed in the vicinity of the upper and lower ends of the footing .

A bridge comprising the sheet pile foundation structure according to claim 1.

A process of placing a sheet pile on the ground;
Excavating the ground surrounded by the sheet pile;
A first jig made of a rod-like body, with one end fixed and attached to the inner surface of the sheet pile, and disposed in the center of the footing in the vertical direction;
A second jig made of a rod-like body, with one end fixed and attached to the inner surface of the sheet pile, and disposed near the upper and lower ends of the footing;
An elastic member that absorbs the relative displacement between the footing and the sheet pile, and a step of arranging the elastic member over the entire length of the first jig;
A step of surrounding an elastic member that absorbs relative displacement between the footing and the sheet pile only at the one end of the second jig;
And a step of placing footing concrete on the inside of the sheet pile.