JP2006052573A - Method of overhangingly erecting bridge, and diagonal member anchoring structure for use therein - Google Patents

Method of overhangingly erecting bridge, and diagonal member anchoring structure for use therein Download PDF

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JP2006052573A
JP2006052573A JP2004234369A JP2004234369A JP2006052573A JP 2006052573 A JP2006052573 A JP 2006052573A JP 2004234369 A JP2004234369 A JP 2004234369A JP 2004234369 A JP2004234369 A JP 2004234369A JP 2006052573 A JP2006052573 A JP 2006052573A
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temporary
bridge
concrete
support
diagonal
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Akio Shoji
明夫 正司
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Oriental Construction Co
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Oriental Construction Co
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<P>PROBLEM TO BE SOLVED: To provide a method of overhangingly erecting a bridge using a temporary support and temporary diagonal members, wherein the temporary diagonal members do not slip at an anchoring section between the temporary diagonal members and concrete, due to a difference in right and left tensions applied to the temporary diagonal members, to thereby dispense with an anchorage body that can incur cost increase. <P>SOLUTION: The method of overhangingly erecting the bridge is carried out by erecting the temporary support 3 on a column head 2a of a bridge pier 2, and supporting a bridge body block overhanging rightward and leftward from the bridge pier 2 in a cantilevered manner, by the temporary diagonal members 4 supported at the temporary support 3. In the method, the temporary diagonal members 4 each formed of a prestressing steel member, are arranged on a column head 10 of the temporary support 3 beforehand, and then the concrete 13 is placed around the temporary diagonal members 4, to thereby anchor the temporary diagonal members 4 to the concrete 13 by virtue of adhesive force of the concrete 13. <P>COPYRIGHT: (C)2006,JPO&NCIPI

Description

本発明は、橋梁の張出し架設工法とこれに用いる仮斜材の定着構造に関する。   The present invention relates to a bridge overhanging construction method and a fixing structure of a temporary diagonal member used therefor.

橋梁の張出し架設を行なう場合、柱頭部から左右にバランスをとりながら橋体ブロックを張り出して行くが、この場合、既設の橋体ブロックを橋脚によって片持ち保持する必要があり、その片持ち手段として(1)片持ちPC鋼材の仮設しプレストレスを導入する工法と、(2)仮斜材を用いるピロン工法とがある。(1)の片持ち工法の場合は、完成形のプレストレス導入用のPC鋼材の配置と違う片持ち用のPC鋼材の配置、そしてプレストレスの導入の多数工程が必要になる。すなわち、上床版の内またはその近傍へのPC鋼材の配置が必要となる。特開2004−68332号に開示の技術などは、上床版に配置した例である。   When building a bridge overhang, the bridge block is projected from the head of the column while balancing left and right. In this case, the existing bridge block needs to be cantilevered by the pier, There are (1) a method of temporarily installing cantilever PC steel and introducing prestress, and (2) a pyrone method using a temporary diagonal material. In the case of the cantilever method (1), the arrangement of the cantilever PC steel material, which is different from the arrangement of the PC steel material for introducing the prestress in the completed form, and a number of steps for introducing the prestress are required. That is, it is necessary to dispose the PC steel material in or near the upper floor slab. The technique disclosed in Japanese Patent Application Laid-Open No. 2004-68332 is an example of arrangement on an upper floor slab.

また、(2)のピロン工法は、図4に示すように、橋梁1の張り出し施工中に橋脚1上または橋台等にピロン支柱と呼ばれる仮支柱3を設置し、仮支柱3の両側にPC鋼材からなる斜め吊材(仮斜材という)4を設置して、斜材5や上床版6や下床版7からなる橋体ブロック8を順次張り出しながら橋梁を架設していく方法である。橋体ブロックは箱桁で構成する場合もある。   In addition, as shown in FIG. 4, the pyrone method (2) is to install temporary struts 3 called pyrone struts on the pier 1 or on the abutment during overhanging of the bridge 1, and PC steel material on both sides of the temporary struts 3. In this method, a slanting material 4 (called a temporary slanting material) 4 is installed, and a bridge is constructed while sequentially extending a bridge body block 8 comprising a slanting material 5, an upper floor slab 6 and a lower floor slab 7. The bridge block may be composed of box girders.

このピロン工法において、仮支柱3の柱頭部10に仮斜材4を定着する方法として、図5に示す交差定着方式と、図6に示す偏向管を用いたサドル方式がある。図5の交差定着方式では、橋脚2の柱頭部ブロック9から立設した仮支柱3の頂部に支保工11を組み、その支持床版12の上に型枠を組んでコンクリート13を打設し、このコンクリート13に鋼管(シース)14を斜めに交差して埋設すると共に、その端部に定着体15を設け、架設先端の橋体ブロックに端部を固着した仮斜材(PC鋼材)4の端部を鋼管14に挿入した上、その先端部を定着体15にナット16などで定着するものである。   In this pyrone method, there are a cross fixing method shown in FIG. 5 and a saddle method using a deflection tube shown in FIG. 6 as a method of fixing the temporary oblique material 4 to the column head 10 of the temporary support 3. In the cross-fixing method of FIG. 5, a support 11 is assembled on the top of the temporary support column 3 erected from the column head block 9 of the bridge pier 2, and a concrete 13 is placed on a supporting floor slab 12 by assembling a formwork. In addition, a steel pipe (sheath) 14 is obliquely crossed and embedded in the concrete 13, a fixing body 15 is provided at an end thereof, and an end portion is fixed to a bridge block at the end of the construction 4 Are inserted into the steel pipe 14 and the tip thereof is fixed to the fixing body 15 with a nut 16 or the like.

また、図6の偏向管を用いたサドル方式は、前記と同じ仮支柱3の頂部に構築した支保工11における支持床版12の上に型枠を組み、かつ、中央でベンドされた偏向管17をセットしてコンクリート13を打設し、コンクリート13が硬化した後、前記偏向管17に仮斜
材(PC鋼材)4の中間部を挿入し、偏向管17から引き出した仮斜材(PC鋼材)4の両端は、橋脚から両側に張り出し施工される左右の架設先端の橋体ブロックに固着されるものである。
特開2004−68332号公報 特開2001−348815号公報 特開2002−4225号公報
Further, in the saddle system using the deflection pipe shown in FIG. 6, the deflection pipe is formed by assembling a mold on the support floor slab 12 in the support 11 constructed on the top of the same temporary support column 3 as described above and bend in the center. 17 is set and concrete 13 is placed. After the concrete 13 is hardened, the deflection pipe 17 is temporarily tilted.
Insert the middle part of the steel (PC steel) 4 and both ends of the temporary slant (PC steel) 4 pulled out from the deflection pipe 17 are fixed to the bridge body blocks at the left and right erection tips that are extended from the bridge pier on both sides. Is.
JP 2004-68332 A JP 2001-348815 A Japanese Patent Laid-Open No. 2002-4225

橋脚に立設した仮支柱にPC鋼材を用いた仮斜材で架設先端の橋体ブロックを片持ち支持する橋梁の張出し架設工法において、(1)の交差定着方式では、橋の中央部に仮斜材(PC鋼材)のための定着具が必要であり、コストアップにつながるという問題がある。また、(2)のサドル方式では、偏向管の中に仮斜材(PC鋼材)を挿通しているので架設中や大地震時に発生する左右の仮斜材の張力差によって生じる水平力により、サドル頂部で仮斜材が滑り、片持ち機能が失われる可能性がある。   In the bridge overhang construction method in which the bridge block at the tip of the bridge is cantilevered with a temporary slant made of PC steel on the temporary support erected on the bridge pier, Fixing tools for diagonal materials (PC steel materials) are required, which leads to a problem of increased costs. In addition, in the saddle method (2), a temporary diagonal material (PC steel material) is inserted into the deflection pipe, so the horizontal force generated by the difference in tension between the left and right temporary diagonal materials during construction or during a large earthquake There is a possibility that the temporary slant will slip at the top of the saddle and the cantilever function may be lost.

本発明は、橋脚の両側に張出し架設する橋体ブロックを片持ち支持する仮斜材が、該仮斜材に作用する左右の張力差によって滑らず、かつ、仮斜材の定着部において、コストアップとなる定着体を必要としない仮支柱と仮斜材を用いた橋梁の張出し架設工法を提供することを目的とする。
According to the present invention, the temporary diagonal material that cantilever-supports the bridge block extending over both sides of the bridge pier does not slip due to the difference in tension between the left and right acting on the temporary diagonal material, and in the fixing portion of the temporary diagonal material, It is an object of the present invention to provide an overhanging construction method of a bridge using a temporary support column and a temporary oblique member that does not require a fixing body to be up.

前記の目的を達成するため、本発明は、次のように構成する。   In order to achieve the above object, the present invention is configured as follows.

第1の発明は、橋梁の張出し架設工法に用いられる仮斜材の定着構造において、橋脚の柱頭部に仮支柱を設置すると共に、仮斜材を左右に張り出す橋体ブロックと前記仮支柱の頂部に渡って配置し、仮斜材の頂部の周りにコンクリートを打設することを特徴とする。   According to a first aspect of the present invention, in the fixing structure of the temporary diagonal member used in the bridge overhang construction method, a temporary support column is installed on the column head of the bridge pier, and the bridge block and the temporary support column projecting the temporary diagonal member from side to side are provided. It is arranged over the top, and concrete is cast around the top of the temporary diagonal.

第2の発明は、第1に発明において、仮斜材が仮支柱頂部のコンクリート内で山形に配置され、コンクリートの付着力により仮斜材をコンクリートに定着するすることを特徴とする。   The second invention is characterized in that, in the first invention, the temporary diagonal member is disposed in a mountain shape in the concrete at the top of the temporary support column, and the temporary diagonal member is fixed to the concrete by the adhesion force of the concrete.

第3の発明は、橋梁の張出し架設工法において、橋脚の柱頭部に仮支柱を設置し、PC鋼材で該柱頭部に固定すると共に、仮支柱を左右に張り出す橋体ブロックと前記仮支柱の頂部に渡って配置し、型枠を組む、仮斜材の頂部の周りに付着を補償する大きさのコンクリートを打設することを特徴とする。   According to a third aspect of the present invention, in the bridge overhang construction method, a temporary support is installed on the column head of the pier, and is fixed to the column head with PC steel, and the bridge block and the temporary support of the temporary support are extended to the left and right. It is characterized by placing concrete having a size that compensates for adhesion around the top of the temporary diagonal member, which is arranged over the top and forms a formwork.

本発明によると、仮斜材の定着構造として、支柱頂部に予め、前記仮斜材を配置し、周りにコンクリートを打設することにより、仮斜材がコンクリートとの付着力により該コンクリートに定着一体化しているので、(1)従来の交差定着方式で使用する仮支柱(ピロン支柱)側の定着が不要となり、この点でコスト削減となる。(2)従来のサドル方式で使用する偏向管の材料が不要となり、この点でもコスト削減となる。(3)従来のサドル方式の場合、仮設中や大地震時に発生する左右の仮斜材の張力差によって生じる水平力により、サドル頂部でPC鋼材が滑る可能性があるが、本発明によりその滑りを防止することが可能になり、仮斜材の滑りによる片持ち機能喪失の危険性を無くすことができる。
According to the present invention, as the fixing structure of the temporary diagonal material, the temporary diagonal material is fixed to the concrete by the adhesive force with the concrete by arranging the temporary diagonal material in advance at the top of the column and placing concrete around it. Since they are integrated, (1) fixing on the side of the temporary support (pylon support) used in the conventional cross-fixing method becomes unnecessary, and this is a cost reduction. (2) The material of the deflection tube used in the conventional saddle method is unnecessary, and this also reduces the cost. (3) In the case of the conventional saddle method, there is a possibility that the PC steel material slips at the top of the saddle due to the horizontal force generated by the difference in tension between the left and right temporary diagonal materials during temporary installation or during a large earthquake. Can be prevented, and the risk of loss of cantilever function due to slippage of the temporary slant material can be eliminated.

以下、本発明の実施形態を図を参照して説明する。   Embodiments of the present invention will be described below with reference to the drawings.

図1は、本発明に係る橋梁の張出し架設工法を実施するための仮支柱と仮斜材の正面図と側面図である。   FIG. 1 is a front view and a side view of a temporary support and a temporary oblique member for carrying out the bridge overhang construction method according to the present invention.

各図において、橋脚2の柱頭部2aにおける橋梁1から仮支柱(ピロン支柱)3が立ち上がっている。仮支柱3は、支柱脚部18を柱頭部2aの上面に設置し、支柱脚部18から上方に鋼管をトラスを組んで所定の高さに立ち上げて構成する。仮支柱3の支柱頂部10には支保工11が設置される。支保工11は、高さ調整ジャッキ19と、該高さ調整ジャッキ19によって高さ調整自在に支持される支持床版12と、該支持床版12上に設置される定盤20と該定盤20を取囲むように設置される側板型枠(図示を省略する)とから構成される。   In each figure, the temporary support | pillar (pylon support | pillar) 3 has stood | started up from the bridge 1 in the column head 2a of the pier 2. The temporary support column 3 is configured by installing a support column leg 18 on the upper surface of the column head 2a and raising a steel pipe upward from the support column leg 18 to a predetermined height. A support 11 is installed on the column top 10 of the temporary column 3. The support 11 includes a height adjustment jack 19, a support floor slab 12 supported by the height adjustment jack 19 so as to be adjustable in height, a surface plate 20 installed on the support floor slab 12, and the surface plate. 20 and side plate molds (not shown) installed so as to surround 20.

図において、定盤20上には矩形体のコンクリート13が構築されており、該矩形体のコンクリート13に、PC鋼材からなる仮斜材4を埋設することにより、仮斜材4が矩形体のコンクリート13に定着されている。すなわち、仮斜材4は、正面から見て中間が山頂部21となった山形をなすように埋設されていて、仮斜材4は、この山頂部21の両側から下り傾斜して橋軸方向に伸び、コンクリート13の橋軸側の両側面22から外部に引き出されたうえ、既設の橋体ブロックの先端ブロックに向けて伸長している。なお、図1では、斜材5の上下にプレキャストコンクリート等の上床版6と下床版7を設置してなる橋体ブロックを張出しながら橋梁1を構築している例を示している。   In the figure, a rectangular concrete 13 is constructed on a surface plate 20, and by embedding a temporary oblique material 4 made of PC steel in the rectangular concrete 13, the temporary oblique material 4 has a rectangular shape. Fixed to the concrete 13. That is, the temporary diagonal material 4 is embedded so as to form a mountain shape with the peak portion 21 in the middle when viewed from the front, and the temporary diagonal material 4 is inclined downward from both sides of the peak portion 21 so as to be in the bridge axis direction. It is pulled out from both side surfaces 22 on the bridge shaft side of the concrete 13 and extends toward the tip block of the existing bridge body block. FIG. 1 shows an example in which the bridge 1 is constructed while projecting a bridge block formed by installing an upper floor slab 6 and a lower floor slab 7 such as precast concrete above and below the diagonal member 5.

仮支柱3の柱頭部10において、仮斜材4とコンクリート13は、コンクリート躯体内部に埋設した仮斜材4からコンクリートを破壊するような応力を受けるので、該コンクリート13は、仮斜材4のコンクリート躯体への付着破壊を補償する大きさを有した構造とするものである。さらに、コンクリート13と支持床版12を貫通して固定用PC鋼材23を垂下し、その下端部24を橋脚2の柱頭部ブロック9に定着し、固定用PC鋼材23も上端部材は、コンクリート13の上面において定着ナット25で該コンクリート13に定着している。   In the column head 10 of the temporary support column 3, the temporary oblique member 4 and the concrete 13 are subjected to stress that destroys the concrete from the temporary oblique member 4 embedded in the concrete frame. The structure has a size that compensates for adhesion failure to the concrete frame. Further, the fixing PC steel material 23 is suspended through the concrete 13 and the supporting floor slab 12, and the lower end 24 thereof is fixed to the column head block 9 of the bridge pier 2. Is fixed to the concrete 13 by a fixing nut 25.

仮斜材(PC鋼材)4には、PC鋼より線に高密度ポリエチレン被覆が施された高付着タイプのPC鋼材が用いられる。   For the provisional diagonal material (PC steel material) 4, a PC steel material of a high adhesion type in which a high-density polyethylene coating is applied to the wire of the PC steel is used.

本発明の仮支柱を用いた斜吊り工法における支柱頂部の仮斜材4の定着構造の施工手順を説明する。   The construction procedure of the fixing structure of the temporary diagonal material 4 at the top of the column in the oblique suspension method using the temporary column of the present invention will be described.

1.橋脚2の柱頭部2aに仮支柱3を設置し、その柱頭部10に支保工11を施工する。
2.定盤20上に補強鉄筋(PC鋼材)を組み立てる(図示省略)。
3.前記補強鉄筋を介して、PC鋼材からなる仮斜材4を側面が山形になるように配置する。仮斜材4は、中心から橋桁幅方向の左右に3本づつのPC鋼材を配置し、PC鋼材の両端部は所定の長さ橋軸方向に延長しておく。なお、支保工11は、支持床版12の上に構築したコンクリート13に定着の仮斜材(PC鋼材)4の押し下げ力を受けて仮支柱3の柱頭部10に固定される。
4.支持床版12の上面において補強鉄筋を取囲むように型枠(図示省略)を立込み、かつ仮斜材4を型枠を貫通して外方に引き出す。
5.型枠内にコンクリート13を打設する。
6.コンクリート13が硬化することで、PC鋼材からなる仮斜材4はコンクリート13に定着するので、その後、型枠を離型する。
7.コンクリート13を上下に貫通して固定用PC鋼材23を設け、該固定用PC鋼材23の上端に設けたネジ部をコンクリート13の上面に突出させ、該ネジ部に定着ナット25を螺合して定着する。固定用PC鋼材23は、コンクリート13と支持床版12を貫通して垂下し、その下端部22を橋脚2の柱頭部ブロック9に定着して施工は完了する。
1. The temporary support column 3 is installed on the column head 2 a of the pier 2, and the support work 11 is constructed on the column head 10.
2. A reinforcing steel bar (PC steel material) is assembled on the surface plate 20 (not shown).
3. The provisional diagonal material 4 made of PC steel is disposed so that the side surface has a mountain shape through the reinforcing reinforcing bars. As for the temporary slanting material 4, three PC steel materials are arranged on the left and right sides of the bridge girder width direction from the center, and both ends of the PC steel material are extended in the bridge axis direction by a predetermined length. The support 11 is fixed to the column head 10 of the temporary support 3 by receiving the pressing force of the temporary oblique material (PC steel) 4 fixed on the concrete 13 constructed on the support floor 12.
4). A mold (not shown) is set up so as to surround the reinforcing reinforcing bars on the upper surface of the support floor slab 12, and the temporary diagonal member 4 is pulled out through the mold.
5. Concrete 13 is placed in the formwork.
6). Since the concrete 13 is hardened, the temporary diagonal material 4 made of PC steel is fixed to the concrete 13, and then the mold is released.
7). A fixing PC steel material 23 is provided through the concrete 13 in the vertical direction, a screw portion provided at the upper end of the fixing PC steel material 23 is projected from the upper surface of the concrete 13, and a fixing nut 25 is screwed into the screw portion. To settle. The fixing PC steel material 23 hangs down through the concrete 13 and the supporting floor slab 12 and fixes the lower end portion 22 to the column head block 9 of the pier 2 to complete the construction.

所定本数のPC鋼材からなる仮斜材4を仮支柱3の柱頭部10に定着した後、各仮斜材4により張り出し施工中の先端の橋体ブロックを片持ち支持する。なお、橋脚2の側から上下床版6、7を斜材5で連結してなる橋体ブロックの第1ブロック〜第4ブロックまでは架設ケーブル(上床版内に配置)を配置緊張しながら張出し施工を行ない、その後、第5、第6、第7ブロック・・は、仮支柱3の柱頭部10に立てられた支保工11のコンクリート13に定着されたPC鋼材からなる仮斜材4で片持ち支持しながら張り出し施工を行なう。   After fixing the provisional diagonal material 4 made of a predetermined number of PC steel materials to the column heads 10 of the temporary support columns 3, each temporary oblique material 4 cantilever-supports the bridge block at the tip during overhanging construction. In addition, the installation cable (arranged in the upper floor slab) is extended from the first pier to the fourth block of the bridge block formed by connecting the upper and lower floor slabs 6 and 7 with the diagonal members 5 from the pier 2 side. After the construction, the fifth, sixth, and seventh blocks are made of temporary diagonal material 4 made of PC steel material fixed to the concrete 13 of the support 11 standing on the column head 10 of the temporary support 3. Overhang construction is performed while holding and supporting.

また、PC鋼材からなる仮斜材4をコンクリート13の打設の前に所定角度の山形部となるように設置する際、左右に張出して行く橋桁のセンターとなる位置に仮斜材4の山頂部21を持っていき、第5、第6、第7の各橋体ブロックの定着位置・・に向うようにPC鋼材(仮斜材4)の角度を決め、該仮斜材4がコンクリート13と一体となるように裸のまま位置決めされてコンクリート打設する。   In addition, when the provisional diagonal member 4 made of PC steel is installed so as to form a chevron at a predetermined angle before the concrete 13 is placed, the summit of the provisional diagonal member 4 is positioned at the center of the bridge girder that extends from side to side. Bring the part 21 and determine the angle of the PC steel (temporal diagonal 4) so that it faces the fixing position of each of the fifth, sixth and seventh bridge blocks. It is positioned with bareness so as to be united with concrete and placed in concrete.

また、ワーゲンを使って橋体ブロックを張り出して行き、仮斜材4で支持する一番手前のブロック(つまり、上の説明における第5ブロック)の下端に突起を設け、仮斜材4をその突起部分(図示省略)に配置し床版コンクリートを打設する。第5ブロックの床版コンクリートを打設した後、床版内にPC鋼材を挿通して緊張し、次の橋体ブロックの構築に移る。床版内に挿通するPC鋼材の緊張は、橋脚2の左右の張り出し先端を同時に行なう。   In addition, the bridge block is extended using wage, and a protrusion is provided at the lower end of the frontmost block (that is, the fifth block in the above description) supported by the temporary diagonal member 4, and the temporary diagonal member 4 is Place the floor slab concrete in the protruding part (not shown). After placing the fifth block floor slab concrete, the PC steel material is inserted into the floor slab and strained, and then the construction of the next bridge block is started. The tension of the PC steel material inserted into the floor slab is performed simultaneously with the left and right projecting ends of the pier 2.

以上のように、本実施形態によると、仮支柱と仮斜材を用いた橋梁の張出し架設工法において、仮支柱3の柱頭部10のコンクリート13とPC鋼材からなる仮斜材4とが定着一体化しているので、仮設中や大地震時に発生する左右の仮斜材4の張力差によって生じる水平力によっても、山頂部21で仮斜材(PC鋼材)4が滑るのを防止することが可能となる。加えて、従来の交差定着方式で使用する仮支柱(ピロン支柱)側の定着が不要となり、この点でコスト削減となり、また、サドル方式で使用する偏向管の材料が不要となり、この点でもコスト削減となる。
As described above, according to the present embodiment, in the bridge overhang construction method using the temporary support column and the temporary oblique material, the concrete 13 of the column head 10 of the temporary support column 3 and the temporary oblique material 4 made of PC steel are fixed integrally. Therefore, it is possible to prevent the temporary diagonal material (PC steel material) 4 from slipping at the peak 21 due to the horizontal force generated by the difference in tension between the left and right temporary diagonal materials 4 generated during temporary construction or during a large earthquake. It becomes. In addition, there is no need for fixing on the temporary support (pylon support) used in the conventional cross-fixing system, which reduces costs, and also eliminates the need for deflection tube materials used in the saddle system. Reduction.

本発明に係る仮支柱と仮斜材を用いた橋梁の張出し架設工法を実施している形態を示す側面図である。It is a side view which shows the form which is implementing the bridge overhang construction method using the temporary support | pillar and temporary diagonal material which concern on this invention. (a)は、図1における仮支柱とその柱頭部における仮斜材の定着構造を示す正面図、(b)は、図1(a)のA部の詳細図である。(A) is a front view which shows the fixing structure of the temporary support | pillar in FIG. 1, and the temporary diagonal material in the column head, (b) is a detailed view of the A section of FIG. 1 (a). 図1(a)の側面図である。It is a side view of Fig.1 (a). 従来の仮支柱と仮斜材を用いた橋梁の張出し架設工法を実施している形態を示す正面図である。It is a front view which shows the form which is implementing the bridge overhang construction method using the conventional temporary support | pillar and temporary diagonal material. (a)は、図4における仮支柱とその柱頭部における仮斜材の定着構造の第1従来例を示す正面図、(b)は、図5(a)のB部の詳細図である。(A) is a front view showing a first conventional example of a fixing structure of a temporary support in FIG. 4 and a temporary oblique material at the column head, and (b) is a detailed view of a portion B in FIG. 5 (a). (a)は、図4における仮支柱とその柱頭部における仮斜材の定着構造の第1従来例を示す正面図、(b)は、図6(a)のC部の詳細図である。(A) is a front view which shows the 1st prior art example of the fixing structure of the temporary support | pillar in FIG. 4, and the temporary diagonal material in the column head, (b) is a detail drawing of the C section of FIG. 6 (a).

符号の説明Explanation of symbols

1 橋梁
2 橋脚
2a 柱頭部
3 仮支柱
4 仮斜材
5 斜材
6 上床版
7 下床版
8 橋体ブロック
9 柱頭部ブロック
10 柱頭部
11 支保工
12 支持床版
13 コンクリート
14 鋼管
15 定着体
16 ナット
17 偏向管
18 支柱脚部
19 高さ調整ジャッキ
20 定盤
21 山頂部
22 コンクリートの両側面
23 固定用PC鋼材
24 PC鋼材の下端
25 定着ナット
1 Bridge
2 Pier 2a Column head 3 Temporary support 4 Temporary diagonal material 5 Diagonal material 6 Upper floor slab 7 Lower floor slab 8 Bridge block 9 Column head block 10 Column head 11 Supporting work 12 Support floor slab 13 Concrete 14 Steel pipe 15 Fixing body 16 Nut 17 Deflection pipe 18 Strut leg 19 Height adjusting jack 20 Surface plate 21 Summit 22 Concrete both sides 23 PC steel for fixing 24 Lower end of PC steel 25 Fixing nut

Claims (3)

橋梁の張出し架設工法に用いられる仮斜材の定着構造において、橋脚の柱頭部に仮支柱を設置すると共に、仮斜材を左右に張り出す橋体ブロックと前記仮支柱の頂部に渡って配置し、仮斜材の頂部の周りにコンクリートを打設することを特徴とする橋梁の張出し架設工法における仮斜材の定着構造。   In the fixing structure of temporary diagonal members used in the bridge overhang construction method, temporary struts are installed on the column heads of bridge piers, and are arranged over the bridge block that projects the temporary diagonal members to the left and right and the top of the temporary struts. The fixing structure of the temporary diagonal material in the bridge overhang construction method characterized by placing concrete around the top of the temporary diagonal material. 仮斜材が仮支柱頂部のコンクリート内で山形に配置され、コンクリートの付着力により仮斜材をコンクリートに定着する請求項1記載の仮斜材の定着構造。   The fixing structure of the temporary diagonal material according to claim 1, wherein the temporary diagonal material is arranged in a mountain shape in the concrete at the top of the temporary support column, and the temporary diagonal material is fixed to the concrete by an adhesion force of the concrete. 橋梁の張出し架設工法において、橋脚の柱頭部に仮支柱を設置し、PC鋼材で該柱頭部に固定すると共に、仮支柱を左右に張り出す橋体ブロックと前記仮支柱の頂部に渡って山形に配置し、型枠を組む、仮斜材の頂部の周りに付着を補償する大きさのコンクリートを打設することを特徴とする橋梁の張出し架設工法。   In the bridge overhang construction method, a temporary support is installed on the column head of the pier, fixed to the column head with PC steel, and a bridge block that projects the temporary support to the left and right and a mountain shape across the top of the temporary support An overhanging construction method for a bridge, characterized in that concrete is sized to compensate for adhesion around the top of a temporary diagonal member that is placed and framed.
JP2004234369A 2004-08-11 2004-08-11 Method of overhangingly erecting bridge, and diagonal member anchoring structure for use therein Pending JP2006052573A (en)

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN100465377C (en) * 2006-12-27 2009-03-04 重庆交通大学 Baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge and construction method thereof
JP2009179999A (en) * 2008-01-30 2009-08-13 Oriental Shiraishi Corp Erection apparatus for constructing capital, method of constructing movable work vehicle using part of the same, and method of overhanging bridge
JP2017071964A (en) * 2015-10-07 2017-04-13 大日本コンサルタント株式会社 Construction method of cable-stayed bridge
CN111254804A (en) * 2020-02-18 2020-06-09 中交路桥建设有限公司 Construction method of steel box girder bridge of overpass highway

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN100465377C (en) * 2006-12-27 2009-03-04 重庆交通大学 Baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge and construction method thereof
JP2009179999A (en) * 2008-01-30 2009-08-13 Oriental Shiraishi Corp Erection apparatus for constructing capital, method of constructing movable work vehicle using part of the same, and method of overhanging bridge
JP2017071964A (en) * 2015-10-07 2017-04-13 大日本コンサルタント株式会社 Construction method of cable-stayed bridge
CN111254804A (en) * 2020-02-18 2020-06-09 中交路桥建设有限公司 Construction method of steel box girder bridge of overpass highway

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