JP4393945B2 - Power transmission mechanism construction method and power transmission mechanism - Google Patents

Power transmission mechanism construction method and power transmission mechanism Download PDF

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JP4393945B2
JP4393945B2 JP2004237659A JP2004237659A JP4393945B2 JP 4393945 B2 JP4393945 B2 JP 4393945B2 JP 2004237659 A JP2004237659 A JP 2004237659A JP 2004237659 A JP2004237659 A JP 2004237659A JP 4393945 B2 JP4393945 B2 JP 4393945B2
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steel sheet
power transmission
transmission mechanism
sheet pile
footing
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JP2006057250A (en
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政幸 神田
修 村田
英俊 西岡
浩一 田中
篤史 武田
純治 崎本
淳一 平尾
光男 東野
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Obayashi Corp
Railway Technical Research Institute
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Obayashi Corp
Railway Technical Research Institute
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Description

本発明は、鋼矢板併用式直接基礎の施工方法などに適用するに好適な伝力機構構築方法と、その伝力機構構築方法によって構築された伝力機構に関するものである。   The present invention relates to a power transmission mechanism construction method suitable for application to a steel sheet pile combined direct foundation construction method and the like, and a power transmission mechanism constructed by the power transmission mechanism construction method.

鋼矢板併用式直接基礎１を施工する際には、図５および図６に示すように、複数枚のＵ形鋼矢板５１を順に地盤２内に打ち込んで矩形断面状の鋼矢板構造体５を形成し、この鋼矢板構造体５に包囲された地盤２を掘り下げる。そして、その空間にフーチング鉄筋（図示せず）を配筋した後、場所打ちコンクリートを打設してフーチング３を形成する。さらに、フーチング３の上側に橋脚４を立設していた（例えば、特許文献１参照）。   When constructing the steel sheet pile combined direct foundation 1, as shown in FIGS. 5 and 6, a plurality of U-shaped steel sheet piles 51 are sequentially driven into the ground 2 to form a steel sheet pile structure 5 having a rectangular cross section. Then, the ground 2 surrounded by the steel sheet pile structure 5 is dug down. Then, after placing a footing reinforcing bar (not shown) in the space, cast-in-place concrete is placed to form the footing 3. Further, the pier 4 is erected on the upper side of the footing 3 (see, for example, Patent Document 1).

このとき、せん断力をフーチング３から各Ｕ形鋼矢板５１へ円滑に伝えるべく、Ｕ形鋼矢板５１の打設前に、孔あき鋼板７を各Ｕ形鋼矢板５１の内面（フーチング３側の面）に縦向きに溶接していた。また、曲げによる引張力をフーチング３から各Ｕ形鋼矢板５１へ円滑に伝えるべく、鋼矢板構造体５に包囲された地盤２を掘削した後に、孔あき鋼板７の上下両側において、所定本数（図５では、３本ずつ）のアンカー鉄筋９を各Ｕ形鋼矢板５１の内面に横向きにスタッド溶接していた。
特開２００３−１３８５７７号公報（段落〔００４１〕〔００４２〕〔００４４〕の欄、図３） At this time, in order to smoothly transmit the shearing force from the footing 3 to each U-shaped steel sheet pile 51, the perforated steel sheet 7 is placed on the inner surface (on the footing 3 side) of each U-shaped steel sheet pile 51 before the U-shaped steel sheet pile 51 is placed. Surface) was welded vertically. In addition, after excavating the ground 2 surrounded by the steel sheet pile structure 5 in order to smoothly transmit the bending tensile force from the footing 3 to each U-shaped steel sheet pile 51, a predetermined number ( In FIG. 5, three anchor reinforcing bars 9 are stud-welded laterally to the inner surface of each U-shaped steel sheet pile 51.
JP 2003-138777 A (paragraphs [0041] [0042] [0044], FIG. 3)

しかし、これでは次のような不都合があった。   However, this has the following disadvantages.

第１に、鋼矢板併用式直接基礎１の施工現場でアンカー鉄筋９をＵ形鋼矢板５１の内面、つまり鉛直面に対してスタッド溶接しなければならないので、このアンカー鉄筋９が太いと溶接だれ（熱で軟化した材料が自重で垂れ下がる現象）を回避することが困難となる。そのため、所定の直径（通常のスタッド工法では概ね１６ｍｍ、特殊なスタッド工法を採用しても高々２２ｍｍ）以下の細いアンカー鉄筋９しか実用に適さず、必然的にアンカー鉄筋９の必要本数が増えるため、作業性が悪い。   First, since the anchor rebar 9 must be stud welded to the inner surface of the U-shaped steel sheet pile 51, that is, the vertical surface, at the construction site of the steel sheet pile combined direct foundation 1, the welding reed is large if the anchor rebar 9 is thick. It becomes difficult to avoid (a phenomenon in which a material softened by heat hangs down by its own weight). For this reason, only a thin anchor rebar 9 having a predetermined diameter (approximately 16 mm in a normal stud method, 22 mm at most even if a special stud method is used) or less is suitable for practical use, and the necessary number of anchor rebars 9 is inevitably increased. The workability is bad.

第２に、鋼矢板構造体５は、図６に示すように、各Ｕ形鋼矢板５１が交互に手前側（フーチング３側）と奥側（フーチング３と反対側）に位置する波形断面を呈しており、奥側に引っ込んだＵ形鋼矢板５１の左右両側にはそれぞれ、手前側に突出したＵ形鋼矢板５１が立ちはだかっている。その結果、この奥側のＵ形鋼矢板５１に対してアンカー鉄筋９をスタッド溶接するための作業空間を確保しづらく、作業性が悪い。   2ndly, as shown in FIG. 6, the steel sheet pile structure 5 has the waveform cross section in which each U-shaped steel sheet pile 51 is alternately located in the near side (footing 3 side) and back side (opposite side of the footing 3). The U-shaped steel sheet pile 51 that protrudes to the near side stands on both the left and right sides of the U-shaped steel sheet pile 51 that has been retracted. As a result, it is difficult to secure a work space for stud welding the anchor rebar 9 to the U-shaped steel sheet pile 51 on the back side, and workability is poor.

第３に、アンカー鉄筋９をフーチング鉄筋よりも内側まで届かせようとすると、フーチング鉄筋を配筋した後に、これらフーチング鉄筋の隙間からアンカー鉄筋９のスタッド溶接を行わざるを得ず、作業性が悪い。   Thirdly, if the anchor rebar 9 is to reach the inside of the footing rebar, after the footing rebar is laid, stud welding of the anchor rebar 9 from the gap between these footing rebars is unavoidable. bad.

これらの不都合は、Ｕ形鋼矢板５１とフーチング３との接合部に限らず、鋼管矢板とフーチングとの接合部や、土留め鋼材とスラブとの接合部などで、せん断力および引張力を伝達する伝力機構についても、同様に発生する場合がある。   These inconveniences are transmitted not only at the joint between the U-shaped steel sheet pile 51 and the footing 3, but also at the joint between the steel pipe sheet pile and the footing or the joint between the retaining steel and the slab. The same power transmission mechanism may occur.

本発明は、このような事情に鑑み、作業性に優れた伝力機構構築方法と、その伝力機構構築方法によって構築された伝力機構を提供することを目的とする。   In view of such circumstances, an object of the present invention is to provide a power transmission mechanism construction method excellent in workability and a power transmission mechanism constructed by the power transmission mechanism construction method.

まず、請求項１に係る発明は、鋼材とコンクリートとの間でせん断力および引張力が伝達される伝力機構を構築する伝力機構構築方法であって、前記鋼材に有孔板が固着される鋼板固着工程と、前記有孔板の上端部及び下端部の孔にアンカー鉄筋が掛着される鉄筋掛着工程と、前記有孔板および前記アンカー鉄筋の周囲に前記コンクリートが打設されて硬化するコンクリート硬化工程とを有することを特徴とする。
また、請求項２に係る発明は、前記有孔板は、孔あき鋼板であることを特徴とする。
また、請求項３に係る発明は、前記鋼材は、Ｕ形鋼矢板であることを特徴とする。
また、請求項４に係る発明は、前記コンクリートは、フーチングであることを特徴とする。
また、請求項５に係る発明は、請求項１乃至４のいずれかに記載の伝力機構構築方法によって構築されたことを特徴とする。 First, the invention according to claim 1 is a power transmission mechanism construction method for constructing a power transmission mechanism in which shearing force and tensile force are transmitted between a steel material and concrete, and a perforated plate is fixed to the steel material. Steel plate adhering step, reinforcing bar hooking step in which anchor rebars are hooked in the holes at the upper end and lower end of the perforated plate, and the concrete is placed around the perforated plate and the anchor reinforcing bar. And a concrete curing step for curing.
The invention according to claim 2 is characterized in that the perforated plate is a perforated steel plate.
The invention according to claim 3 is characterized in that the steel material is a U-shaped steel sheet pile.
The invention according to claim 4 is characterized in that the concrete is a footing.
An invention according to claim 5 is constructed by the power transmission mechanism construction method according to any one of claims 1 to 4.

本発明によれば、鋼材とコンクリートとの間で引張力を伝達するためのアンカー鉄筋は、これを有孔板の孔に掛着するだけでその機能を発現し、現場での溶接作業を省くことができる。その結果、作業性に優れた伝力機構構築方法および伝力機構を提供することが可能となる。   According to the present invention, the anchor rebar for transmitting the tensile force between the steel material and the concrete exhibits its function only by being hooked on the hole of the perforated plate, and the welding work in the field is omitted. be able to. As a result, it is possible to provide a power transmission mechanism construction method and a power transmission mechanism that are excellent in workability.

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.

鋼矢板併用式直接基礎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内にはフーチング鉄筋（図示せず）が配筋されている。また、フーチング３の上側には橋脚４が立設されており、フーチング３の周囲には矩形断面状の鋼矢板構造体５が地盤２に埋設された形で形成されている。この鋼矢板構造体５は、図３に示すように、複数枚のＵ形鋼矢板５１が、交互に手前側（フーチング３側）と奥側（フーチング３と反対側）とに位置するように継手５１ａを介して波形断面状に接合されたものである。   As shown in FIG. 1, the steel sheet pile combined direct foundation 1 has a rectangular footing 3 constructed on the ground 2, and a footing reinforcing bar (not shown) is arranged in the footing 3. . A bridge pier 4 is erected on the upper side of the footing 3, and a steel sheet pile structure 5 having a rectangular cross section is formed around the footing 3 in a form embedded in the ground 2. As shown in FIG. 3, the steel sheet pile structure 5 is configured such that a plurality of U-shaped steel sheet piles 51 are alternately positioned on the near side (footing 3 side) and the far side (opposite side of the footing 3). It is joined to the corrugated cross section through the joint 51a.

そして、各Ｕ形鋼矢板５１の内面（フーチング３側の面）には、図２および図３に示すように、孔あき鋼板６が縦向きに溶接されている。各孔あき鋼板６は長方形板状の基板６ａを有しており、基板６ａには複数個（図２では、６個）の円形の孔６ｂが一列に並んで形成されている。最上段および最下段の孔６ｂにはそれぞれ、Ｊ字形のアンカー鉄筋８が水平方向に掛着されている。各アンカー鉄筋８の先端折り返し部８ａの長さ、つまり定着長Ｌ１は、フーチング３との締結力を確保しつつ、後述する孔あき鋼板６の孔６ｂへの掛着作業に支障を来さない程度の長さに形成されている。   And as shown in FIG. 2 and FIG. 3, the perforated steel plate 6 is welded to the inner surface (surface on the footing 3 side) of each U-shaped steel sheet pile 51 in the vertical direction. Each perforated steel plate 6 has a rectangular plate-like substrate 6a, and a plurality (six in FIG. 2) of circular holes 6b are formed in a row on the substrate 6a. A J-shaped anchor reinforcing bar 8 is hooked in the horizontal direction in each of the uppermost and lowermost holes 6b. The length of the folded-back portion 8a of each anchor reinforcing bar 8, that is, the fixing length L1, does not hinder the work of attaching the perforated steel plate 6 to the hole 6b described later while securing the fastening force with the footing 3. It is formed to a certain length.

鋼矢板併用式直接基礎１は以上のような構成を有するので、この鋼矢板併用式直接基礎１を施工する際には次の手順による。   Since the steel sheet pile combined direct foundation 1 has the above-described configuration, the steel sheet pile combined direct foundation 1 is constructed according to the following procedure.

まず、公知の工法（例えば、バイブロハンマ工法、圧入工法など）を用いて、複数枚のＵ形鋼矢板５１を順に地盤２内に打ち込んで矩形断面状の鋼矢板構造体５を形成する。このとき、各Ｕ形鋼矢板５１には、その打設前に孔あき鋼板６を溶接しておく。   First, a plurality of U-shaped steel sheet piles 51 are sequentially driven into the ground 2 using a known construction method (for example, a vibro hammer construction method, a press-fitting construction method, etc.) to form a steel sheet pile structure 5 having a rectangular cross section. At this time, the perforated steel sheet 6 is welded to each U-shaped steel sheet pile 51 before placing.

次いで、鋼矢板構造体５に包囲された地盤２を掘り下げ、その空間にフーチング鉄筋（図示せず）を配筋する。   Next, the ground 2 surrounded by the steel sheet pile structure 5 is dug down, and footing reinforcing bars (not shown) are arranged in the space.

次いで、各孔あき鋼板６の最上段および最下段の孔６ｂにＪ字形のアンカー鉄筋８を掛着し、手前側に向けて水平に保持する。それには、アンカー鉄筋８の先端折り返し部８ａを孔あき鋼板６の孔６ｂに横から引っ掛けるようにする。   Next, J-shaped anchor reinforcing bars 8 are hooked on the uppermost and lowermost holes 6b of the perforated steel plates 6 and held horizontally toward the front side. For this purpose, the folded-back portion 8 a of the anchor reinforcing bar 8 is hooked from the side to the hole 6 b of the perforated steel plate 6.

このように、アンカー鉄筋８は、Ｕ形鋼矢板５１にスタッド溶接する必要がなく、孔あき鋼板６の孔６ｂに掛着するだけで済むので、溶接だれの心配がない。そのため、アンカー鉄筋８の直径は制限を受けず、太いアンカー鉄筋８を使うことができる。したがって、アンカー鉄筋８の必要本数が減り、作業性が向上する。   In this way, the anchor rebar 8 does not need to be stud welded to the U-shaped steel sheet pile 51, and only needs to be hooked to the hole 6b of the perforated steel sheet 6, so there is no concern of welding droop. Therefore, the diameter of the anchor reinforcing bar 8 is not limited, and a thick anchor reinforcing bar 8 can be used. Therefore, the required number of anchor reinforcing bars 8 is reduced and workability is improved.

また、鋼矢板構造体５は、各Ｕ形鋼矢板５１が交互に手前側と奥側に位置する波形断面を呈しているが、孔あき鋼板６の孔６ｂにアンカー鉄筋８を掛着するだけで済むので、従来のスタッド溶接と比べて、特に奥側のＵ形鋼矢板５１に対する作業性が向上する。   Further, the steel sheet pile structure 5 has a corrugated cross section in which the U-shaped steel sheet piles 51 are alternately positioned on the front side and the back side, but only the anchor reinforcing bars 8 are hooked on the holes 6b of the perforated steel sheet 6. Therefore, workability for the U-shaped steel sheet pile 51 on the back side is improved as compared with the conventional stud welding.

さらに、アンカー鉄筋８を前記フーチング鉄筋よりも内側まで届かせようとする場合でも、後述する場所打ちコンクリートの打設直前までアンカー鉄筋８をＵ形鋼矢板５１に立て掛けておけばよいので、従来のスタッド溶接と比べて作業性が向上する。   Furthermore, even when trying to reach the anchor rebar 8 to the inside of the footing rebar, the anchor rebar 8 may be leaned against the U-shaped steel sheet pile 51 until just before placing cast-in-place concrete, which will be described later. Workability is improved compared to stud welding.

最後に、鋼矢板構造体５に包囲された空間に場所打ちコンクリートを打設してフーチング３を形成する。   Finally, cast-in-place concrete is placed in the space surrounded by the steel sheet pile structure 5 to form the footing 3.

すると、フーチング３と各Ｕ形鋼矢板５１との間には孔あき鋼板６が介在しているので、フーチング３から各Ｕ形鋼矢板５１へせん断力が円滑に伝わる。また、フーチング３と各Ｕ形鋼矢板５１との間にはアンカー鉄筋８が介在しているので、フーチング３から各Ｕ形鋼矢板５１へ引張力が円滑に伝わる。これらの結果、フーチング３に作用する荷重は、鋼矢板構造体５を介して地盤２に伝達されることから、橋脚４や橋桁（図示せず）などの上部構造は地盤２に強固に支持されることになる。   Then, since the perforated steel sheet 6 is interposed between the footing 3 and each U-shaped steel sheet pile 51, the shearing force is smoothly transmitted from the footing 3 to each U-shaped steel sheet pile 51. Moreover, since the anchor reinforcing bar 8 is interposed between the footing 3 and each U-shaped steel sheet pile 51, a tensile force is smoothly transmitted from the footing 3 to each U-shaped steel sheet pile 51. As a result, since the load acting on the footing 3 is transmitted to the ground 2 through the steel sheet pile structure 5, the upper structures such as the pier 4 and the bridge girder (not shown) are firmly supported by the ground 2. Will be.

ここで、鋼矢板併用式直接基礎１の施工が終了する。   Here, the construction of the steel sheet pile combined direct foundation 1 is completed.

なお、上述した鋼矢板併用式直接基礎１の施工手順は一例であり、施工現場の状況などに応じて、各工程の順序を適宜入れ替えることも可能である。例えば、Ｕ形鋼矢板５１の打設後に、Ｕ形鋼矢板５１に孔あき鋼板６を溶接してもよい。また、アンカー鉄筋８を掛着してから、徐々にフーチング鉄筋の配筋を行うこともできる。   In addition, the construction procedure of the steel sheet pile combined direct foundation 1 described above is an example, and it is possible to appropriately change the order of each process according to the situation of the construction site. For example, the perforated steel sheet 6 may be welded to the U-shaped steel sheet pile 51 after the U-shaped steel sheet pile 51 is placed. Further, after the anchor rebar 8 is hooked, the footing rebar can be gradually arranged.

また、上述の実施形態においては、図２および図３に示すように、孔あき鋼板６の円形の孔６ｂにＪ字形のアンカー鉄筋８を１本ずつ掛着した場合について説明した。しかし、アンカー鉄筋８の形状は、必ずしもＪ字形に限るわけではなく、Ｊ字形以外の形状（例えば、Ｕ字形、Ｌ字形など）を採用することも可能である。また、アンカー鉄筋８の本数は、必ずしも１本ずつに限るわけではなく、図４に示すように、アンカー鉄筋８を２本ずつ掛着しても構わない。さらに、孔あき鋼板６の孔６ｂの形状は、必ずしも円形に限るわけではなく、製作可能なものである限り、円形以外の形状（例えば、正方形、三角形など）であってもよい。   Moreover, in the above-mentioned embodiment, as shown in FIG. 2 and FIG. 3, the case where the J-shaped anchor reinforcement 8 was hooked one by one in the circular hole 6b of the perforated steel plate 6 was demonstrated. However, the shape of the anchor reinforcing bar 8 is not necessarily limited to the J shape, and a shape other than the J shape (for example, a U shape, an L shape, or the like) may be employed. Also, the number of anchor reinforcing bars 8 is not necessarily limited to one, and two anchor reinforcing bars 8 may be hooked as shown in FIG. Furthermore, the shape of the hole 6b of the perforated steel sheet 6 is not necessarily limited to a circle, and may be a shape other than a circle (for example, a square, a triangle, etc.) as long as it can be manufactured.

また、上述の実施形態においては、有孔板が孔あき鋼板６である場合について説明したが、孔あき鋼板６以外の有孔板（例えば、パーフォボンドリブなど）を代用することもできる。   In the above-described embodiment, the case where the perforated plate is the perforated steel plate 6 has been described. However, a perforated plate other than the perforated steel plate 6 (for example, perforated ribs) can be substituted.

また、上述の実施形態においては、矩形断面状の鋼矢板構造体５について説明したが、鋼矢板構造体５の形状は、矩形断面状以外の形状であってもよい。例えば、円形断面状、三角形断面状などの閉曲線断面状のほか、Ｉ字形断面状、Ｌ字形断面状、コの字形断面状、円弧断面状などの開曲線断面状が考えられる。   Moreover, in the above-mentioned embodiment, although the steel sheet pile structure 5 of rectangular cross section was demonstrated, shapes other than rectangular cross section may be sufficient as the shape of the steel sheet pile structure 5. FIG. For example, in addition to closed curved cross-sectional shapes such as circular cross-sectional shapes and triangular cross-sectional shapes, open-curved cross-sectional shapes such as I-shaped cross-sectional shapes, L-shaped cross-sectional shapes, U-shaped cross-sectional shapes, and arc-shaped cross-sectional shapes are conceivable.

また、上述の実施形態においては、Ｕ形鋼矢板５１とフーチング３との接合部について説明したが、せん断力および引張力を伝達する伝力機構である限り、鋼材はＵ形鋼矢板５１に限られず、コンクリートはフーチング３に限られない。例えば、鋼管矢板（鋼材）とフーチング（コンクリート）との接合部や、土留め鋼材（鋼材）とスラブ（コンクリート）との接合部などに本発明を適用することもできる。   Moreover, in the above-mentioned embodiment, although the junction part of the U-shaped steel sheet pile 51 and the footing 3 was demonstrated, as long as it is a power transmission mechanism which transmits a shear force and a tensile force, steel materials are restricted to the U-shaped steel sheet pile 51. The concrete is not limited to the footing 3. For example, the present invention can be applied to a joint portion between a steel pipe sheet pile (steel material) and a footing (concrete), a joint portion between a retaining steel material (steel material) and a slab (concrete), or the like.

本発明に係る伝力機構である鋼矢板併用式直接基礎の第１の実施形態を示す縦断面図である。It is a longitudinal section showing a 1st embodiment of a steel sheet pile combined use type direct foundation which is a power transmission mechanism concerning the present invention. 図１に示す鋼矢板併用式直接基礎の要部を示す縦断面図である。It is a longitudinal cross-sectional view which shows the principal part of the steel sheet pile combined type direct foundation shown in FIG. 図２に示す鋼矢板併用式直接基礎の要部のＡ−Ａ線による断面図である。It is sectional drawing by the AA line of the principal part of the steel sheet pile combined type direct foundation shown in FIG. 本発明に係る伝力機構である鋼矢板併用式直接基礎の第２の実施形態の要部を示す縦断面図である。It is a longitudinal cross-sectional view which shows the principal part of 2nd Embodiment of the steel sheet pile combined use type direct foundation which is a power transmission mechanism which concerns on this invention. 従来の鋼矢板併用式直接基礎の一例を示す縦断面図である。It is a longitudinal cross-sectional view which shows an example of the conventional steel sheet pile combined type direct foundation. 図５に示す鋼矢板併用式直接基礎の鋼矢板構造体の平面図である。It is a top view of the steel sheet pile combined use direct-type steel sheet pile structure shown in FIG.

符号の説明Explanation of symbols

１……鋼矢板併用式直接基礎
２……地盤
３……フーチング（コンクリート）
５……鋼矢板構造体
６……孔あき鋼板（有孔板）
６ａ……基板
６ｂ……孔
８……アンカー鉄筋
５１……Ｕ形鋼矢板（鋼材） 1 ... Steel sheet pile combined direct foundation 2 ... Ground 3 ... Footing (concrete)
5 …… Steel sheet pile structure 6 …… Perforated steel plate (perforated plate)
6a …… Substrate 6b …… Hole 8 …… Anchor rebar 51 …… U-shaped steel sheet pile (steel)

Claims (5)

鋼材とコンクリートとの間でせん断力および引張力が伝達される伝力機構を構築する伝力機構構築方法であって、
前記鋼材に有孔板が固着される鋼板固着工程と、
前記有孔板の上端部及び下端部の孔にアンカー鉄筋が掛着される鉄筋掛着工程と、
前記有孔板および前記アンカー鉄筋の周囲に前記コンクリートが打設されて硬化するコンクリート硬化工程とを有することを特徴とする伝力機構構築方法。 A power transmission mechanism construction method for constructing a power transmission mechanism in which shearing force and tensile force are transmitted between steel and concrete,
A steel plate fixing step in which a perforated plate is fixed to the steel material;
Reinforcing bar hooking process in which anchor reinforcing bars are hooked on the holes at the upper and lower ends of the perforated plate,
And a concrete hardening step in which the concrete is placed and hardened around the perforated plate and the anchor reinforcing bar. 前記有孔板は、孔あき鋼板であることを特徴とする請求項１に記載の伝力機構構築方法。   The power transmission mechanism construction method according to claim 1, wherein the perforated plate is a perforated steel plate. 前記鋼材は、Ｕ形鋼矢板であることを特徴とする請求項１又は２に記載の伝力機構構築方法。   The power transmission mechanism construction method according to claim 1, wherein the steel material is a U-shaped steel sheet pile. 前記コンクリートは、フーチングであることを特徴とする請求項１乃至３のいずれかに記載の伝力機構構築方法。   The power transmission mechanism construction method according to claim 1, wherein the concrete is a footing. 請求項１乃至４のいずれかに記載の伝力機構構築方法によって構築されたことを特徴とする伝力機構。   A power transmission mechanism constructed by the power transmission mechanism construction method according to claim 1.
JP2004237659A 2004-08-17 2004-08-17 Power transmission mechanism construction method and power transmission mechanism Expired - Fee Related JP4393945B2 (en)

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