JP4731434B2 - Construction method of viaduct bearing and viaduct bearing - Google Patents

Construction method of viaduct bearing and viaduct bearing Download PDF

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JP4731434B2
JP4731434B2 JP2006249462A JP2006249462A JP4731434B2 JP 4731434 B2 JP4731434 B2 JP 4731434B2 JP 2006249462 A JP2006249462 A JP 2006249462A JP 2006249462 A JP2006249462 A JP 2006249462A JP 4731434 B2 JP4731434 B2 JP 4731434B2
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sheath
structure side
viaduct
bearing
girder
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JP2008069569A (en
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夏生 原
大樹 米田
雅典 福山
泰治 大澤
稔 田畑
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Maeda Corp
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Description

本発明は、支承部を介して下部構造側橋台と上部構造側桁部とを可動性を有して支承する高架橋支承部の施工技術に関する。   The present invention relates to a construction technique for a viaduct bearing part that supports a lower structure side abutment and an upper structure side beam part with mobility via a bearing part.

橋の上部構造側の桁部２は、図４に示すように、橋台（下部構造）１間に架設されている。かかる桁部２の両端を支持するものが、桁部２の端部下面と橋台１等の上端の間に介在する支承部３０，３０である。なお、支承部には固定支承と、可動性を有して支承する可動支承とがあり、例えば、桁部の一端にある支承部３０を固定支承とし、他端にある支承部３０を可動支承にして支承している場合もある。   As shown in FIG. 4, the girder 2 on the upper structure side of the bridge is constructed between the abutments (lower structure) 1. Supporting both ends of the girder 2 are support portions 30 and 30 interposed between the lower surface of the end of the girder 2 and the upper end of the abutment 1 and the like. The bearing part includes a fixed bearing and a movable bearing that is movable. For example, the bearing part 30 at one end of the girder part is a fixed bearing and the bearing part 30 at the other end is a movable bearing. In some cases, it is supported.

次に、従来の可動性を有して支承する支承部３０の施工について、図３（ａ）の平面図および図３（ｂ）の側断面図を用いて説明する。なお、図３は、既に施工済みの桁部２を橋台１間に架設する場合を示し、桁部２には支承用穴２ａが穿設されているものとする。
すなわち、従来の支承部３０の施工は、橋台１に設置されている鋼棒（棒状軸部）４を桁部２の支承用穴２ａに挿入した状態で設置した後、支承用穴２ａ内で鋼棒４に鞘管３３をかぶせる。次に、支承用穴２ａ内の鞘管３３外周と桁部２との隙間にモルタル５等を流し込み、鞘管３３の筒部内側の空間を残した状態で支承用穴２ａをモルタルで固める。 Next, the construction of the support portion 30 that is supported with conventional mobility will be described with reference to the plan view of FIG. 3A and the side sectional view of FIG. FIG. 3 shows a case where the already installed spar 2 is installed between the abutments 1, and the spar 2 is provided with a support hole 2 a.
In other words, the conventional bearing portion 30 is constructed in such a manner that the steel rod (rod-shaped shaft portion) 4 installed on the abutment 1 is installed in a state where the steel rod (rod-shaped shaft portion) 4 is inserted into the bearing hole 2a of the girder 2 and then the bearing hole 2a is installed. Cover the steel rod 4 with the sheath tube 33. Next, the mortar 5 or the like is poured into the gap between the outer periphery of the sheath tube 33 and the girder 2 in the support hole 2a, and the support hole 2a is solidified with the mortar while leaving the space inside the cylindrical portion of the sheath tube 33.

ところで、桁部２との隙間にモルタル５等を流し込む際、モルタル５が橋台１側へ漏れ出さないようにするためにシールを行わなければならない。かかるシールの施工方法として、従来は、橋台１に砂山３１を作り、砂山３１で合板等のプレート（シール用合板）３２を桁部２に押し付けてモルタル５の漏れを防いでいる。   By the way, when the mortar 5 or the like is poured into the gap with the girder 2, sealing must be performed to prevent the mortar 5 from leaking to the abutment 1 side. As a method for applying such a seal, conventionally, a sand pile 31 is formed on the abutment 1 and a plate 32 such as a plywood (plywood for sealing) is pressed against the girder 2 by the sand pile 31 to prevent leakage of the mortar 5.

以上の説明では、既に施工済みの桁部２（プレキャストコンクリートの桁部）を橋台１間に架設するものとして説明したが、桁部を場所打ちコンクリートで施工する場合は、橋台間に桁部用木製型枠を組み立て、この桁部用木製型枠の支承用穴に相当する型枠部分に鋼棒（棒状軸部）を挿入した状態で設置した後、鋼棒（棒状軸部）に鞘管をかぶせ、桁部用木製型枠にコンクリートを打設する時、鞘管外周と桁部との隙間にコンクリートを流し込み、鞘管の筒部内側の空間を残した状態で桁部を施工する。この場合、前述のシールの施工方法で用いたシール用合板は不要となる。また、この場合、型枠の種類によっては橋台に砂山を作る作業が不要となることもある。
特開平８−３３３７０２号公報 In the above description, it has been described that the already installed girder part 2 (precast concrete girder part) is installed between the abutments 1, but when the girder part is constructed with cast-in-place concrete, the girder part is used between the abutments. After assembling the wooden formwork and installing it with the steel rod (rod-shaped shaft part) inserted into the mold part corresponding to the support hole of the wooden formwork for this girder part, the sheath tube is attached to the steel rod (rod-shaped shaft part) When placing concrete on the wooden formwork for the girder part, pour the concrete into the gap between the outer periphery of the sheath pipe and the girder part and construct the girder part while leaving the space inside the cylindrical part of the sheath pipe. In this case, the sealing plywood used in the above-described sealing method is not necessary. In this case, depending on the type of formwork, the work of creating a sand pile on the abutment may be unnecessary.
JP-A-8-333702

かかる支承部の施工において、桁部２と橋台１の隙間は非常に狭いため、モルタルが硬化した後砂山３１の砂を除去するための掻き出し作業が大変になる。   In the construction of the support portion, the gap between the girder portion 2 and the abutment 1 is very narrow, so that the scraping work for removing the sand in the sand pile 31 after the mortar is hardened becomes difficult.

また、プレキャストコンクリートの桁部の施工の場合、砂山３１の形がうまく形作れないと、砂山３１で桁部２側に押し付けたシール用合板３２が傾斜するなど安定性が悪く、橋台側にモルタルが漏れだした場合に、砂と一体化して硬化してしまう危険性があった。この場合は、砂山３１の砂を除去するための掻き出し作業が一段と大変になる。   In addition, in the case of precast concrete girder construction, if the shape of the sand pile 31 is not well formed, the sealing plywood 32 pressed against the girder 2 side with the sand pile 31 is not stable and the mortar is on the abutment side. In the case of leaking, there is a risk that it will be integrated with sand and hardened. In this case, the scraping work for removing the sand of the sand pile 31 becomes more difficult.

このように、従来の支承部の施工方法では、橋台１に砂山３１を作る工程と、砂山３１でシール用合板３２を桁部２に押し付ける工程（プレキャストコンクリートの桁部の施工の場合）とに、手間がかかり施工性向上の阻害要因になっていた。   Thus, in the construction method of the conventional bearing part, in the process of making the sand pile 31 on the abutment 1 and the process of pressing the sealing plywood 32 against the girder part 2 with the sand pile 31 (in the case of construction of the precast concrete girder part) It took a lot of time and was an impediment to improving workability.

本発明は、このような問題点を解決するためになされたものであり、砂山の砂を除去するための掻き出し作業が不要で、施工性の向上が図れる高架橋支承部の鞘管およびその鞘管を用いた施工方法を提供することを技術的課題とする。   The present invention has been made to solve such problems, and does not require a scraping operation for removing sand from sand piles, and can improve the workability of the viaduct bearing portion and the sheath tube thereof. It is a technical problem to provide a construction method using the above.

本発明は、前述の課題を解決するために、以下の手段を採用した。
すなわち、本発明の高架橋支承部の鞘管は、橋の下部構造側橋台の上面に垂設された棒状の軸部を、上部構造側桁部に設けた支承用穴に挿入し、支承部を介して下部構造側橋台と上部構造側桁部とを可動性を有して支承する高架橋支承部の鞘管において、
前記軸部が挿入可能な内径と前記支承用穴に挿入可能な外径を有する中空筒状の鞘部と、
この鞘部の底部から径方向に鞘部の外径より突出し突出した形状が前記支承用穴より大きな板状に形成された鍔部と、を備えたことを特徴とする。 The present invention employs the following means in order to solve the aforementioned problems.
That is, in the sheath pipe of the viaduct support part of the present invention, the rod-shaped shaft part suspended from the upper surface of the lower structure side abutment of the bridge is inserted into the support hole provided in the upper structure side beam part, and the support part is inserted. In the sheath pipe of the viaduct bearing part that supports the lower structure side abutment and the upper structure side beam part with mobility,
A hollow cylindrical sheath portion having an inner diameter into which the shaft portion can be inserted and an outer diameter into which the shaft portion can be inserted;
And a flange that protrudes from the bottom of the sheath in the radial direction and protrudes from the outer diameter of the sheath in the shape of a plate larger than the support hole.

本発明の構成によれば、鞘管の底部を帽子のつばのような形状とすることにより、鞘管の設置と桁部の設置が同時に施工可能となる。また、プレキャストコンクリートの桁部の施工であっても、シール用合板を用いないので、合板のずれによるモルタル等（モルタルまたはコンクリート）の流出の危険性が低下し、万が一モルタル等が流出した際も、砂山が無いために単に漏れたモルタル等が硬化するだけであり後工程に影響を与えるようなことはなく、安全性が向上する。   According to the structure of this invention, installation of a sheath pipe and installation of a girder part can be performed simultaneously by making the bottom part of a sheath pipe into a shape like the collar of a cap. Also, even when precast concrete girders are constructed, the sealing plywood is not used, so the risk of mortar (mortar or concrete) outflow due to slippage of the plywood is reduced. Since there is no sand pile, the leaked mortar is only cured and does not affect the subsequent process, and the safety is improved.

また、本発明の高架橋支承部の鞘管において、前記中空筒状の鞘部の断面形状は、楕円形状あるいは長円形状である構成であってもよい。この構成によれば、下部構造側橋台と上部構造側桁部とを楕円形状あるいは長円形状の長手方向に可動性を有して支承することができる。   Further, in the sheath tube of the viaduct support portion of the present invention, the cross-sectional shape of the hollow cylindrical sheath portion may be an elliptical shape or an oval shape. According to this configuration, the lower structure side abutment and the upper structure side beam part can be supported with mobility in the longitudinal direction of an elliptical shape or an oval shape.

更に、本発明の高架橋支承部の鞘管を用いた施工方法は、下部構造側橋台と上部構造側桁部とを可動性を有して支承する高架橋支承部の鞘管を用いた施工方法において、
鍔付の前記鞘管の鞘部を前記支承用穴に前記上部構造側桁部の下面側より挿入し前記上部構造側桁部に鍔付の鞘管を固定する工程と、
前記下部構造側橋台の棒状の軸部を、前記上部構造側桁部の支承用穴および鍔付の前記鞘管に挿入する工程と、
前記支承用穴と前記鞘部との隙間にモルタルまたはコンクリートを充填する工程と、を含むことを特徴とする。 Furthermore, the construction method using the sheath pipe of the viaduct support part of the present invention is a construction method using the sheath pipe of the viaduct support part that supports the lower structure side abutment and the upper structure side girder part with mobility. ,
Inserting a sheath portion of the sheathed braided tube into the support hole from a lower surface side of the upper structure side beam portion and fixing the brazed sheath tube to the upper structure side beam portion;
Inserting the rod-shaped shaft portion of the lower structure side abutment into the support hole of the upper structure side beam portion and the sheathed tube with a flange;
Filling a gap between the support hole and the sheath portion with mortar or concrete.

本発明の構成によれば、砂山を作る作業や砂山の砂を除去するための掻き出し作業が不要となり、大幅な施工性の向上が期待できる。   According to the configuration of the present invention, a work for creating a sand pile and a scraping work for removing the sand of the sand pile are not required, and a significant improvement in workability can be expected.

本発明によれば、砂山を作る作業や砂山の砂を除去するための掻き出し作業が不要で、施工性の向上が図れる高架橋支承部の鞘管およびその鞘管を用いた施工方法を提供することができる。   According to the present invention, there is provided a sheath pipe of a viaduct bearing part that does not require a sand pile creation work or a scraping work for removing sand from the sand pile, and can improve the workability, and a construction method using the sheath pipe. Can do.

以下に図面を参照して、この発明の高架橋支承部の鞘管およびその鞘管を用いた施工方法を実施するための最良の形態を例示的に詳しく説明する。   DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS With reference to the drawings, a best mode for carrying out a sheath pipe of a viaduct bearing part of the present invention and a construction method using the sheath pipe will be described in detail by way of example.

なお、この実施の形態の高架橋は、図４に示すように、橋の上部構造側の桁部２が、橋台（下部構造）１間に架設されている。かかる桁部２の両端を支持するものが、桁部２の
端部下面と橋台１等の上端の間に介在する支承部３０，３０である。また、桁部２の両端を支持する支承部３０，３０のうち一端は固定支承であり、他端３０は可動性を有して支承する可動支承とする。この可動支承部３０は橋の幅方向（図４の左右方向）に可動性を有する。更に、この実施の形態の桁部は、プレキャストコンクリートの桁部の場合で説明する。 In the viaduct of this embodiment, as shown in FIG. 4, the girder part 2 on the upper structure side of the bridge is constructed between the abutments (lower structure) 1. Supporting both ends of the girder 2 are support portions 30 and 30 interposed between the lower surface of the end of the girder 2 and the upper end of the abutment 1 and the like. Further, one end of the support portions 30 and 30 that support both ends of the girder 2 is a fixed support, and the other end 30 is a movable support that is supported with mobility. This movable support portion 30 is movable in the width direction of the bridge (the left-right direction in FIG. 4). Furthermore, the girder part of this embodiment will be described in the case of a girder part of precast concrete.

そして、可動支承部３０は、図１（ｂ）に示すように、橋の下部構造側橋台１の上面に垂設された棒状の軸部（鋼棒）４を、上部構造側桁部２に設けた支承用穴２ａに挿入し、支承部３０を介して下部構造側橋台１と上部構造側桁部２とを橋の幅方向（図４の左右方向）に可動性を有して支承する。   Then, as shown in FIG. 1 (b), the movable support portion 30 has a rod-shaped shaft portion (steel rod) 4 suspended from the upper surface of the lower structure side abutment 1 of the bridge as an upper structure side girder portion 2. It is inserted into the provided support hole 2a and supports the lower structure side abutment 1 and the upper structure side girder part 2 via the support part 30 with mobility in the width direction of the bridge (left and right direction in FIG. 4). .

（高架橋支承部に用いる鞘管の説明）
次に、この実施の形態に係る高架橋支承部に用いる鞘管３を説明する。
すなわち、高架橋支承部に用いる鞘管３は、図２に示すように、鞘部３ａと鞘部３ａの底部に設けられた鍔部３ｂにより構成される。 (Description of the sheath tube used for the viaduct bearing)
Next, the sheath tube 3 used for the viaduct support part according to this embodiment will be described.
That is, as shown in FIG. 2, the sheath tube 3 used for the viaduct support portion includes a sheath portion 3 a and a flange portion 3 b provided at the bottom of the sheath portion 3 a.

鞘部３ａは、中空筒状に形成され、その中空穴の径は、鋼棒４が挿入可能な内径と桁部２に設けた支承用穴２ａに挿入可能な外径を有している。また、その中空穴の断面形状は、楕円形状あるいは長円形状である。なお、支承部３０は、橋の桁部長手方向（図４の左右方向）に可動性を有して支承する場合、鞘部３ａの楕円形状あるいは長円形状の長手方向を橋の桁部長手方向に合わせて設置する。鞘部３ａは、鋼製のものを用いる。   The sheath 3a is formed in a hollow cylindrical shape, and the diameter of the hollow hole has an inner diameter into which the steel rod 4 can be inserted and an outer diameter into which the steel hole 4 can be inserted into the support hole 2a provided in the girder 2. The cross-sectional shape of the hollow hole is an elliptical shape or an oval shape. In addition, when the support part 30 is supported with mobility in the longitudinal direction (the left-right direction in FIG. 4) of the bridge, the longitudinal direction of the oval or oval shape of the sheath 3a is set to the longitudinal direction of the bridge. Install according to the direction. The sheath 3a is made of steel.

鍔部３ｂは、鞘部３ａの底部から径方向に鞘部３ａの外径より突出し、突出した鍔形状が支承用穴２ａより大きな径を有する板状に形成されている。鍔部３ｂは、鋼製のものを用いる。そして、鞘部３ａと鍔部３ｂとの接合部は、モルタル等（モルタルまたはコンクリート）が流出しないように溶接されている。   The flange portion 3b protrudes from the bottom of the sheath portion 3a in the radial direction from the outer diameter of the sheath portion 3a, and the protruding flange shape is formed in a plate shape having a larger diameter than the support hole 2a. The collar 3b is made of steel. And the junction part of the sheath part 3a and the collar part 3b is welded so that mortar etc. (mortar or concrete) may not flow out.

（鞘管を用いた高架橋支承部の施工方法の説明）
次に、鞘管３を用いた高架橋支承部の施工方法を図１に基づき説明する。
高架橋支承部の鞘管３を用いた施工方法は、図１（ｂ）に示すように、上部構造側桁部２に鞘管（鍔付鞘管）３を固定する工程と、上部構造側桁部２に設けた支承用穴２ａおよび鍔付鞘管３に鋼棒４を挿入する工程と、モルタル等を充填する工程と、を有する。 (Description of construction method of viaduct bearing using sheath tube)
Next, the construction method of the viaduct support part using the sheath pipe 3 is demonstrated based on FIG.
As shown in FIG. 1 (b), the construction method using the sheath pipe 3 of the viaduct bearing part includes a step of fixing the sheath pipe (guttered sheath pipe) 3 to the upper structure side girder part 2, and the upper structure side girder. A step of inserting the steel rod 4 into the support hole 2a provided in the portion 2 and the flanged sheath tube 3, and a step of filling mortar and the like.

桁部２に鍔付鞘管３を固定する工程では、鍔付鞘管３の鞘部３ａを支承用穴２ａに上部構造側桁部２の下面側より挿入する。次に、隙間よりモルタル等が漏れ出さないように桁部２の下面と鍔部３ｂの上面を密着固定する。なお、固定する際に、鞘部３ａの楕円形状あるいは長円形状の長手方向を橋の桁部長手方向に合わせて固定する。   In the step of fixing the flanged sheath tube 3 to the girder portion 2, the sheath portion 3a of the flanged sheath tube 3 is inserted into the support hole 2a from the lower surface side of the upper structure side beam portion 2. Next, the lower surface of the girder part 2 and the upper surface of the flange part 3b are fixed tightly so that mortar or the like does not leak from the gap. In addition, when fixing, the longitudinal direction of the elliptical shape or the oval shape of the sheath portion 3a is fixed in accordance with the longitudinal direction of the girder portion of the bridge.

モルタル５等を充填する工程では、図１（ａ）に示すように、支承用穴２ａ内壁と鞘部３ａ外壁とで形成される隙間に例えばモルタル５を充填し、モルタル５を硬化させることで桁部２と鞘部３ａを一体化させる。   In the step of filling the mortar 5 or the like, as shown in FIG. 1A, for example, the mortar 5 is filled in a gap formed by the inner wall of the support hole 2a and the outer wall of the sheath portion 3a, and the mortar 5 is cured. The girder 2 and the sheath 3a are integrated.

この実施の形態によれば、鞘管３の底部を帽子の鍔のような形状（鍔部３ｂ）とすることにより、鞘管３の設置と桁部２の設置が同時に施工可能となる。従って、従来のように、砂山を作る作業が不要となる。このことから、万が一モルタル等が流出したとしても、砂山が無いために単に漏れたモルタル等が硬化するだけであり後工程に影響を与えるようなことはなく、安全性が向上する。   According to this embodiment, by setting the bottom portion of the sheath tube 3 to have a shape like a collar of a hat (the collar portion 3b), the installation of the sheath tube 3 and the installation of the girder portion 2 can be performed simultaneously. Therefore, it is not necessary to create a sand pile as in the prior art. For this reason, even if mortar or the like flows out, the leaked mortar is only cured because there is no sand pile, so that it does not affect the subsequent process, and safety is improved.

また、この実施の形態によれば、下部構造側橋台１と上部構造側桁部２とを楕円形状あるいは長円形状の長手方向に可動性を有して支承することができる。   Moreover, according to this embodiment, the lower structure side abutment 1 and the upper structure side beam part 2 can be supported with mobility in the longitudinal direction of an elliptical shape or an oval shape.

以上からこの実施の形態にかかる鞘管を用いた高架橋支承部の施工方法は、砂山を作る作業や砂山の砂を除去するための掻き出し作業が不要となり、大幅な施工性の向上が期待できる。   As described above, the construction method of the viaduct support portion using the sheath pipe according to this embodiment does not require a sand pile or a scraping work for removing sand from the sand pile, and a great improvement in workability can be expected.

なお、この実施の形態では桁部をプレキャストコンクリートの桁部の場合で説明したが、本発明は、桁部を場所打ちコンクリートで施工する場合も含まれる。すなわち、橋台間に桁部用木製型枠を組み立て、この桁部用木製型枠の支承用穴に相当する型枠部分に鍔付鞘管を隙間よりモルタル等が漏れ出さないように桁部下面と鍔部上面を密着固定して設置し、桁部用木製型枠にコンクリートを打設する際に、鞘管外周と桁部との隙間にコンクリートを流し込み、鞘管の筒部内側の空間を残した状態で桁部を施工する。   In addition, although this embodiment demonstrated the case where the girder part was a precast concrete girder part, this invention also includes the case where a girder part is constructed with cast-in-place concrete. That is, the wooden formwork for the girder part is assembled between the abutments, and the underside of the girder part so that the mortar is not leaked from the gap into the mold part corresponding to the support hole of the wooden formwork for this girder part. When the concrete is placed on the wooden formwork for the girder part, the concrete is poured into the gap between the outer periphery of the sheath pipe and the girder part, and the space inside the cylindrical part of the sheath pipe is set. Install the girder as it is.

本発明にかかる鞘管を用いた高架橋支承部の施工方法の概略説明図である。It is a schematic explanatory drawing of the construction method of the viaduct bearing part using the sheath pipe concerning this invention. 本発明にかかる鞘管の斜視図である。It is a perspective view of the sheath pipe concerning this invention. 従来の高架橋支承部の施工方法の概略説明図である。It is a schematic explanatory drawing of the construction method of the conventional viaduct bearing part. 高架橋の正面図であり、橋台と桁部を支承する説明図である。It is a front view of a viaduct and is explanatory drawing which supports an abutment and a girder part.

符号の説明Explanation of symbols

１…橋台
２…桁部
３…鞘管（鍔付鞘管）
３ａ…鞘部
３ｂ…鍔部
４…棒状の軸部（鋼棒）
５…モルタル
３０…支承部
３１…砂山
３２…合板
３３…鞘管 1 ... Abutment 2 ... Girder 3 ... Sheath tube
3a ... sheath 3b ... collar 4 ... rod-shaped shaft (steel bar)
5 ... Mortar 30 ... Bearing 31 ... Sunayama 32 ... Plywood 33 ... Shell

Claims (4)

橋の下部構造側橋台と上部構造側桁部とを可動性を有して支承する高架橋支承部であって、
前記下部構造側橋台の上面に垂設された棒状の軸部と、
前記上部構造側桁部に設けられた支承用穴と、
前記支承用穴に固定される鞘管と、を備え、
前記鞘管は、
前記軸部が挿入される鞘部であって、該鞘部と前記支承用穴との隙間にモルタル又はコンクリートが充填されて該支承用穴に固定される鞘部と、
前記鞘部の下部から該鞘部の径方向に突出した鍔部であって、前記隙間に充填されたモルタル又はコンクリートが漏れ出さないよう前記支承用穴を覆う鍔部と、を有することを特徴とする高架橋支承部。 A viaduct bearing part that supports the lower structure side abutment of the bridge and the upper structure side girder part with mobility,
And the shaft portion of the rod-like provided vertically on the upper surface of the lower structure side abutment,
And the bearing hole provided in the superstructure-side girder,
A sheath tube fixed to the support hole,
The sheath tube is
A sheath portion into which the shaft portion is inserted, and a sheath portion that is filled with mortar or concrete in a gap between the sheath portion and the support hole and fixed to the support hole ;
A flange portion protruding from the bottom of the sheath in the radial direction of the sheath portion, characterized in that it has a flange portion that covers the bearing hole so as not to leak has been mortar or concrete filled in the gap The viaduct bearing section . 前記中空筒状の鞘部の断面形状は、楕円形状あるいは長円形状である
ことを特徴とする請求項１に記載の高架橋支承部。 The viaduct support part according to claim 1, wherein a cross-sectional shape of the hollow cylindrical sheath part is an elliptical shape or an oval shape. 前記上部構造側桁部は、該上部構造側桁部の下部を形成し、前記支承用穴の一部であって貫通する支承用穴を有するプレキャストコンクリートからなる桁下部と、前記支承用穴の他部を有する、前記上部構造側桁部の上部を形成する桁上部とを有し、The upper structure side girder part forms a lower part of the upper structure side girder part and is a part of the support hole and is made of precast concrete having a support hole penetrating therethrough, and the support hole Having an upper part, and forming an upper part of the upper structure side beam part.
前記鞘部は、前記桁下部の貫通する支承用穴に固定されることを特徴とする請求項１又は２に記載の高架橋支承部。  The viaduct support part according to claim 1 or 2, wherein the sheath part is fixed to a support hole penetrating the lower part of the beam. 請求項１から３の何れか１項に記載の高架橋支承部の施工方法において、
鍔付の前記鞘管の鞘部を前記支承用穴に前記上部構造側桁部の下面側より挿入し前記上部構造側桁部に鍔付の前記鞘管を固定する工程と、
前記下部構造側橋台の棒状の軸部を、前記上部構造側桁部の支承用穴および鍔付の前記鞘管に挿入する工程と、
前記支承用穴と前記鞘部との隙間にモルタルまたはコンクリートを充填する工程と、を含むことを特徴とする高架橋支承部の施工方法。 In the construction method of the viaduct bearing part according to any one of claims 1 to 3 ,
Inserting the sheath portion of the brazed sheath tube from the lower surface side of the upper structure side beam portion into the support hole and fixing the brazed sheath tube to the upper structure side beam portion; and
Inserting the rod-shaped shaft portion of the lower structure side abutment into the support hole of the upper structure side beam portion and the sheathed tube with a flange;
Viaduct bearing method construction, characterized in that it and a step of filling the mortar or concrete in the gap between the sheath and the bearing hole.
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Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS63114705A (en) * 1986-10-31 1988-05-19 ド−ピ−建設工業株式会社 Method for dispersing horizontal reaction force of continuous beam structure
JPH0557006U (en) * 1992-01-10 1993-07-30 東京フアブリック工業株式会社 Lifting prevention support device for bridge girder
JPH08333702A (en) * 1995-06-10 1996-12-17 Oriental Constr Co Ltd Supporting structure of beam and bearing method thereof
JP2005307601A (en) * 2004-04-22 2005-11-04 Oriental Construction Co Ltd Stopper apparatus for bridge

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS63114705A (en) * 1986-10-31 1988-05-19 ド−ピ−建設工業株式会社 Method for dispersing horizontal reaction force of continuous beam structure
JPH0557006U (en) * 1992-01-10 1993-07-30 東京フアブリック工業株式会社 Lifting prevention support device for bridge girder
JPH08333702A (en) * 1995-06-10 1996-12-17 Oriental Constr Co Ltd Supporting structure of beam and bearing method thereof
JP2005307601A (en) * 2004-04-22 2005-11-04 Oriental Construction Co Ltd Stopper apparatus for bridge

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