JP4992042B2 - Precast horizontal beam and pier using it - Google Patents

Precast horizontal beam and pier using it Download PDF

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JP4992042B2
JP4992042B2 JP2007195709A JP2007195709A JP4992042B2 JP 4992042 B2 JP4992042 B2 JP 4992042B2 JP 2007195709 A JP2007195709 A JP 2007195709A JP 2007195709 A JP2007195709 A JP 2007195709A JP 4992042 B2 JP4992042 B2 JP 4992042B2
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steel pipe
pier
steel
precast
pier column
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JP2009030350A (en
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克佳 中西
真志 加藤
浩弥 大久保
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JFE Steel Corp
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本発明は、高架橋の橋脚に使用されるプレキャスト横梁とそれを用いた橋脚に関するものである。   The present invention relates to a precast lateral beam used for a viaduct and a pier using the same.

高架橋の橋脚としては、橋脚柱と橋脚横梁とでT字型に構成されたT型橋脚や、橋脚柱と橋脚横梁とで逆L字型に構成されたL型橋脚や、ラーメン構造のラーメン橋脚が用いられている。   As for viaducts, there are T-type piers that are T-shaped with pier columns and cross-beams, L-type piers that are reverse L-shaped with pier columns and cross-beams, and ramen piers with ramen structures. Is used.

そして、その施工構造としては、橋脚柱と橋脚横梁がともに鉄筋コンクリート製である鉄筋コンクリート製橋脚(例えば、特許文献1)や、橋脚柱と橋脚横梁がともに鋼鉄製である鋼製橋脚(例えば、特許文献2)がある。   And as the construction structure, both the pier column and the pier side beam are reinforced concrete piers made of reinforced concrete (for example, Patent Document 1), and the steel pier that the pier column and the pier side beams are both made of steel (for example, Patent Documents). 2).

図17は、特許文献1に記載されている鉄筋コンクリート製橋脚(T型橋脚)を示すものである。短工期化を図るために成されたもので、鉄筋コンクリート製橋脚の柱81と梁91との接合構造において、柱81における梁91との接合部に内面に突起を有する挿入体83を設け、梁91における柱81との接合部に挿入孔83に挿入可能な外面に突起を有する挿入体95を設け、挿入体95を前記挿入孔83に挿入し、挿入孔83と挿入体95の隙間に充填材を注入することにより柱と梁とを接合するものである。
特開2002−146720号公報 特開昭63−176504号公報
FIG. 17 shows a reinforced concrete pier (T-type pier) described in Patent Document 1. In order to shorten the construction period, in the joint structure between the column 81 and the beam 91 of the reinforced concrete pier, an insertion body 83 having a protrusion on the inner surface is provided at the joint portion of the column 81 with the beam 91. 91 is provided with an insertion body 95 having a protrusion on the outer surface that can be inserted into the insertion hole 83, and the insertion body 95 is inserted into the insertion hole 83 to fill a gap between the insertion hole 83 and the insertion body 95. A column and a beam are joined by injecting a material.
JP 2002-146720 A JP-A-63-176504

しかし、従来の鉄筋コンクリート橋脚や鋼製橋脚には以下のような問題点があった。   However, conventional reinforced concrete piers and steel piers have the following problems.

まず、従来の鉄筋コンクリート橋脚構造では、柱部は現場打ちの鉄筋コンクリート製であるため、施工時間を要し、急速施工に対応できない。また、横梁部はマッシブな構造でトップヘビーとなるため、地震時に橋脚柱基部への作用水平荷重が大きくなり、橋脚柱の断面が比較的大きくなる。さらに、鉄筋コンクリート製の橋脚は自重が大きく、基礎杭への作用力が大きくなるばかりではなく、軟弱地盤上では採用できない。また、鉄筋コンクリート橋脚の場合、基礎構造にマッシブなフーチングを必要とするため、施工面積が広くなる。これらの結果、建設コストが高く、施工速度が遅く、用地買収面積も大きくなる。   First, in the conventional reinforced concrete pier structure, the column part is made of reinforced concrete made in the field, so it takes construction time and cannot cope with rapid construction. In addition, since the horizontal beam portion is a top heavy with a massive structure, the horizontal load acting on the base of the pier column becomes large during an earthquake, and the cross section of the pier column becomes relatively large. Furthermore, piers made of reinforced concrete have a high weight and not only increase the force applied to the foundation pile, but also cannot be used on soft ground. Moreover, in the case of a reinforced concrete pier, a massive footing is required for the foundation structure, so the construction area is widened. As a result, the construction cost is high, the construction speed is slow, and the land acquisition area is large.

次に、従来の鋼製橋脚構造では、橋脚横梁部と橋脚柱部との隅角部の耐疲労性が低い。また、加工度が高いため製造コストが高い。さらに、ボルト添接部を設けた場合、美観を損なうばかりでなく、塗装の劣化が早くなるため、維持・管理性に劣る。   Next, in the conventional steel pier structure, the fatigue resistance of the corner portion between the pier horizontal beam portion and the pier column portion is low. Moreover, since the degree of processing is high, the manufacturing cost is high. Further, when the bolt contact portion is provided, not only the beauty is impaired, but also the deterioration of the coating is accelerated, so that the maintenance and management are inferior.

本発明は、上記のような事情に鑑みてなされたものであり、経済的で施工性と耐久性に優れた構造の橋脚(T型橋脚、L型橋脚、ラーメン橋脚)を提供することを目的とするものである。   The present invention has been made in view of the above circumstances, and an object thereof is to provide a bridge pier (T-type pier, L-type pier, ramen pier) having an economical structure excellent in workability and durability. It is what.

上記課題を解決するために、本発明は以下の特徴を有する。   In order to solve the above problems, the present invention has the following features.

[1]橋脚の横梁として使用するために事前に工場で製作されるプレキャスト横梁であって、
上端に複数の切込みを入れ、下端あるいは下端近傍の外周にずれ止めを設置した鋼管と、ウェブ高さを前記鋼管上端の切込み長さと同じかあるいは短くしたT形鋼とを用い、
前記T形鋼のウェブ部を前記鋼管上端の切込み部に差し込み、鋼管上端切込み部とT形鋼ウェブ部とを溶接して成ることを特徴とするプレキャスト横梁。
[1] A precast cross beam manufactured in a factory in advance for use as a cross beam for a pier,
Using a steel pipe in which a plurality of cuts are made at the upper end, a stopper is installed on the outer periphery near the lower end or near the lower end, and a T-shaped steel whose web height is the same as or shorter than the cut length of the upper end of the steel pipe,
A precast cross beam comprising: a web portion of the T-shaped steel inserted into a cut portion at an upper end of the steel pipe, and a steel pipe upper end cut portion and a T-shaped steel web portion being welded.

[2]前記鋼管上端と前記T形鋼のフランジ部とを溶接したことを特徴とする前記[1]に記載のプレキャスト横梁。   [2] The precast cross beam according to [1], wherein an upper end of the steel pipe and a flange portion of the T-shaped steel are welded.

[3]前記鋼管上方にコンクリート打設孔を開け、鋼管下端あるいは下端近傍の外周面にずれ止めを設置し、該打設孔から鋼管内部にコンクリートを所定の高さまで充填したことを特徴とする前記[1]または[2]に記載のプレキャスト横梁。   [3] A concrete placement hole is formed above the steel pipe, a slip stopper is installed on the outer peripheral surface near the lower end of the steel pipe or near the lower end, and the concrete is filled into the steel pipe from the placement hole to a predetermined height. The precast lateral beam according to [1] or [2].

[4]該T形鋼を鉄筋コンクリートで被覆したことを特徴とする前記[1]〜[3]のいずれかに記載のプレキャスト横梁。   [4] The precast lateral beam according to any one of [1] to [3], wherein the T-shaped steel is covered with reinforced concrete.

[5]前記T形鋼および前記鋼管のコンクリートとの接触面にずれ止めを設置したことを特徴とする前記[4]に記載のプレキャスト横梁。   [5] The precast cross beam according to [4], wherein a slip stopper is installed on a contact surface of the T-shaped steel and the steel pipe with the concrete.

[6]前記T形鋼の前記鋼管から張り出した部分について、当該T形鋼に下フランジを溶接するか、あるいは、前記T形鋼に代えて、前記鋼管の内部に納まる個所の下フランジを除去したH形鋼を用いることによって、前記鋼管から張り出した部分をH形状の鋼材としたことを特徴とする前記[1]〜[5]のいずれかに記載のプレキャスト横梁。   [6] For a portion of the T-shaped steel that protrudes from the steel pipe, a lower flange is welded to the T-shaped steel, or a lower flange that fits inside the steel pipe is removed instead of the T-shaped steel. The precast cross beam according to any one of [1] to [5], wherein a portion protruding from the steel pipe is formed into an H-shaped steel material by using the H-shaped steel.

[7]前記T形鋼に代えてπ形鋼を用いたことを特徴とする前記[1]〜[5]のいずれかに記載のプレキャスト横梁。   [7] The precast transverse beam according to any one of [1] to [5], wherein a π-shaped steel is used instead of the T-shaped steel.

[8]前記[1]〜[7]のいずれかに記載のプレキャスト横梁を橋脚横梁として使用した橋脚であって、
上端部あるいは上端近傍内周面にずれ止めを設置した鋼管橋脚柱を施工し、該鋼管橋脚柱の内部に前記プレキャスト横梁の鋼管部を差し込み、その鋼管橋脚柱と鋼管部との間隙にコンクリートを充填することによって接合したことを特徴とする橋脚。
[8] A pier using the precast horizontal beam according to any one of [1] to [7] as a pier horizontal beam,
A steel pipe pier column with a stopper installed on the inner peripheral surface near the upper end or near the upper end is constructed, and the steel pipe portion of the precast horizontal beam is inserted into the steel pipe pier column, and concrete is placed in the gap between the steel pipe pier column and the steel pipe portion. A pier characterized by joining by filling.

[9]前記鋼管橋脚柱の上端から所定の高さの内周面に突起物を設置し、該突起物上に円形型枠を落とし込むことにより該円形型枠をダイヤフラム状に設置した上で、前記プレキャスト横梁の鋼管部下面を前記円形型枠上に接触させた状態で、鋼管橋脚柱上端の隙間あるいは前記プレキャスト横梁に予め開けておいた孔からコンクリートを鋼管橋脚柱内部に打設して成ることを特徴とする前記[8]に記載の橋脚。   [9] After installing a projection on the inner peripheral surface of a predetermined height from the upper end of the steel pipe pier column, and dropping the circular mold on the projection, the circular mold is installed in a diaphragm shape, Concrete is cast into the steel pipe pier column from the gap at the upper end of the steel pipe pier column or the hole previously opened in the precast horizontal beam with the lower surface of the steel pipe part of the precast horizontal beam in contact with the circular formwork. The bridge pier according to [8] above, wherein

[10]鋼管橋脚柱にスパイラル鋼管を用いたことを特徴とする前記[8]または[9]に記載の橋脚。   [10] The bridge pier according to [8] or [9], wherein a spiral steel pipe is used for the steel pipe pier column.

[11]少なくとも杭頭部が前記鋼管橋脚柱の直径よりも大きな直径を有し、上端部あるいは上端近傍内周面にずれ止めを設置した鋼管杭を施工した上で、前記鋼管橋脚柱の下端あるいは下端近傍の外周面にずれ止めを設置し、該鋼管橋脚柱を前記鋼管杭に差し込み、その鋼管橋脚柱と鋼管杭との間隙にコンクリートを充填することによって接合したことを特徴とする前記[8]〜[10]のいずれかに記載の橋脚。   [11] After constructing a steel pipe pile in which at least the pile head has a diameter larger than the diameter of the steel pipe pier column and the stopper is installed on the upper end portion or the inner peripheral surface near the upper end, the lower end of the steel pipe pier column Alternatively, a stopper is installed on the outer peripheral surface in the vicinity of the lower end, the steel pipe bridge pier column is inserted into the steel pipe pile, and the steel pipe bridge pier column and the steel pipe pile are joined by filling with concrete. The pier according to any one of 8] to [10].

[12]前記鋼管杭の上端から所定の高さの内周面に突起物を設置し、該突起物上に円形型枠を落とし込むことにより該円形型枠をダイヤフラム状に設置した上で、鋼管橋脚柱を鋼管杭に差し込み、該鋼管橋脚柱下面を円形型枠上に接触させた状態で、鋼管橋脚柱と鋼管杭との間隙にコンクリートを充填するとともに、同区間の橋脚柱内部にコンクリートを充填することを特徴とする前記[11]に記載の橋脚。   [12] A protrusion is installed on the inner peripheral surface of a predetermined height from the upper end of the steel pipe pile, and the circular mold is placed in a diaphragm shape by dropping the circular mold on the protrusion. With the pier column inserted into the steel pipe pile and the bottom surface of the steel pipe pier column in contact with the circular formwork, the gap between the steel pipe pier column and the steel pipe pile is filled with concrete, and the concrete is put inside the pier column in the same section. The pier according to [11], wherein the pier is filled.

なお、上記において、橋脚の形式には、T型橋脚、L型橋脚およびラーメン橋脚が含まれる。また、プレキャスト横梁とは、予め工場等で製作された横梁のことを表し、コンクリート製のものばかりではなく、鋼製のものも含まれる。   In the above, the form of the pier includes a T-type pier, an L-type pier, and a ramen pier. In addition, the precast cross beam means a cross beam manufactured in advance at a factory or the like, and includes not only concrete but also steel.

本発明によって、経済的で施工性と耐久性に優れた橋脚を得ることができる。   According to the present invention, a bridge pier that is economical and excellent in workability and durability can be obtained.

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

図1は、本発明の一実施形態に係る橋脚(ここでは、T型橋脚)Pとその周辺部材を示すものである。この実施形態に係るT型橋脚Pは、事前に工場で製作されたプレキャスト横梁からなる橋脚横梁部P1と、スパイラル鋼管を用いた橋脚柱部P2と、鋼管杭Sからなる橋脚基礎部を備えている。そして、橋脚横梁部P1と橋脚柱部P2とは二重管ソケット部W1によって接合され、橋脚柱部P2と橋脚基礎部Sとは二重管ソケット部W2によって接合されている。なお、図1において、Dは床版、Bは桁、Cは沓である。   FIG. 1 shows a pier (here, a T-type pier) P and its peripheral members according to an embodiment of the present invention. The T-type pier P according to this embodiment includes a pier side beam portion P1 made of a precast cross beam manufactured in advance in a factory, a pier column portion P2 using a spiral steel pipe, and a pier foundation portion made of a steel pipe pile S. Yes. And the bridge pier horizontal beam part P1 and the pier column part P2 are joined by the double pipe socket part W1, and the pier pillar part P2 and the pier base part S are joined by the double pipe socket part W2. In FIG. 1, D is a floor slab, B is a girder, and C is a gutter.

そして、このT型橋脚Pは以下のような施工手順によって建設される。   And this T type bridge pier P is constructed by the following construction procedures.

まず、予め工場において、下記の(S1)〜(S4)の手順で、プレキャスト横梁P1を製作しておく。   First, a precast cross beam P1 is manufactured in advance at the factory in the following procedures (S1) to (S4).

(S1)図2に示すように、鋼管1の上端に複数の同じ長さの切込み3を入れ、鋼管1の上部にコンクリート打設孔8を開け、鋼管1の下端あるいは下端近傍の外周面にずれ止め4aを設置する。そして、鋼管1上端の切込み3と同じ長さかそれより短い長さのウェブ高さを有したT形鋼(圧延T形鋼、溶接T形鋼、カットT形鋼)2のウェブ部2bを鋼管1上端の切込み3に差し込む。   (S1) As shown in FIG. 2, a plurality of cuts 3 having the same length are made at the upper end of the steel pipe 1, a concrete placement hole 8 is opened at the upper part of the steel pipe 1, and the lower end of the steel pipe 1 or the outer peripheral surface near the lower end is formed. The stopper 4a is installed. The web portion 2b of a T-shaped steel (rolled T-shaped steel, welded T-shaped steel, cut T-shaped steel) 2 having a web height that is the same length as or shorter than the notch 3 at the upper end of the steel pipe 1 is used as a steel pipe. 1 Insert into the notch 3 at the top.

(S2)次に、図3に示すように、鋼管1の切込み部3とT形鋼2のウェブ部2bとを溶接する。その際、応力集中をさけるために、切込み部3の直線部のみとウェブ部2bとを溶接する。なお、必要に応じて、鋼管1の上端とT形鋼2のフランジ部2aとを溶接する。   (S2) Next, as shown in FIG. 3, the notch part 3 of the steel pipe 1 and the web part 2b of the T-section steel 2 are welded. At that time, in order to avoid stress concentration, only the straight portion of the cut portion 3 and the web portion 2b are welded. In addition, the upper end of the steel pipe 1 and the flange part 2a of the T-shaped steel 2 are welded as needed.

(S3)次に、図4に示すように、鋼管1上部のコンクリート打設孔8から鋼管1の内部にコンクリート6を所定の高さ(例えば、コンクリート打設孔8の位置)まで充填する。   (S3) Next, as shown in FIG. 4, the concrete 6 is filled into the steel pipe 1 from the concrete placement hole 8 in the upper part of the steel pipe 1 to a predetermined height (for example, the position of the concrete placement hole 8).

(S4)そして、図5に示すように、T形鋼2を鉄筋コンクリート5で被覆する。その際、事前に、鋼管1およびT形鋼2のコンクリートとの接触面にずれ止めを設置しておくことが好ましい。   (S4) Then, as shown in FIG. 5, the T-shaped steel 2 is covered with the reinforced concrete 5. At that time, it is preferable to install a stopper in advance on the contact surface of the steel pipe 1 and the T-shaped steel 2 with the concrete.

次に、建設現場において、下記の(S5)〜(S9)の手順で、T型橋脚を建設する。   Next, at the construction site, a T-type pier is constructed according to the following procedures (S5) to (S9).

(S5)図6に示すように、少なくとも杭頭部が鋼管橋脚柱P2の直径よりも大きな直径を有し、上端部あるいは上端近傍内周面にずれ止め24bが設置されるとともに、上端から所定の高さの内周面に突起物29が設置された鋼管杭Sを施工する。そして、突起物29上に円形型枠27を落とし込むことにより円形型枠27をダイヤフラム状に設置した上で、下端あるいは下端近傍の外周面にずれ止め14bが設置されるとともに、上端から所定の高さの内周面に突起物19が設置された鋼管橋脚柱P2を鋼管杭Sに差し込み、鋼管橋脚柱P2の下面を円形型枠27上に接触させた状態で、鋼管橋脚柱P2と鋼管杭Sとの間隙にコンクリート26を充填するとともに、同区間の鋼管橋脚柱P2の内部にコンクリート26を充填する。これによって、鋼管橋脚柱P2と鋼管杭Sとが二重管ソケット構造で接合される。   (S5) As shown in FIG. 6, at least the pile head has a diameter larger than the diameter of the steel pipe pier column P2, and the stopper 24b is installed on the upper end portion or the inner peripheral surface in the vicinity of the upper end, The steel pipe pile S in which the protrusions 29 are installed on the inner peripheral surface of the height of is constructed. Then, after dropping the circular mold 27 onto the protrusion 29, the circular mold 27 is installed in a diaphragm shape, and the stopper 14b is installed on the outer peripheral surface near the lower end or the lower end, and at a predetermined height from the upper end. With the steel pipe pier column P2 having the projections 19 installed on the inner peripheral surface inserted into the steel pipe pile S, the steel pipe pier column P2 and the steel pipe pile are in contact with the lower surface of the steel pipe pier column P2 on the circular formwork 27. The concrete 26 is filled into the gap with S, and the concrete 26 is filled into the steel pipe pier column P2 in the same section. Thereby, the steel pipe pier column P2 and the steel pipe pile S are joined by the double pipe socket structure.

(S6)次に、図7に示すように、鋼管橋脚柱P2内周面の突起物19上に円形型枠17を落とし込むことにより円形型枠17をダイヤフラム状に設置した上で、工場で製作したプレキャスト横梁P1の鋼管部1を鋼管橋脚柱P2の内部に差し込む。   (S6) Next, as shown in FIG. 7, the circular mold 17 is installed in the form of a diaphragm by dropping the circular mold 17 on the protrusion 19 on the inner peripheral surface of the steel pipe pier column P2, and then manufactured at the factory. The steel pipe portion 1 of the precast cross beam P1 is inserted into the steel pipe pier column P2.

(S7)そして、図8に示すように、プレキャスト横梁P1の鋼管部1の下面を円形型枠17上に接触させた状態にする。   (S7) Then, as shown in FIG. 8, the lower surface of the steel pipe portion 1 of the precast transverse beam P1 is brought into contact with the circular formwork 17.

(S8)そして、図9に示すように、鋼管橋脚柱P2上端の隙間あるいはプレキャスト横梁P1に予め開けておいた孔(図示せず)から鋼管橋脚柱P2と鋼管1との間隙にコンクリート16を充填する。これによって、プレキャスト横梁P1と鋼管橋脚柱P2とが二重管ソケット構造で接合される。   (S8) Then, as shown in FIG. 9, the concrete 16 is inserted into the gap between the steel pipe pier column P2 and the steel pipe 1 from the gap at the upper end of the steel pipe pier column P2 or the hole (not shown) previously formed in the precast horizontal beam P1. Fill. Thereby, the precast cross beam P1 and the steel pipe pier column P2 are joined with a double pipe socket structure.

(S9)これによって、図10に示すようなT型橋脚が建設される。   (S9) Thereby, a T-type pier as shown in FIG. 10 is constructed.

そして、上記のようにしてT型橋脚を建設することによって、以下のような効果を得ることができる。   And the following effects can be acquired by constructing a T-type pier as mentioned above.

(1)橋脚柱部に鋼管、橋脚横梁部にプレキャスト材を用い、これらの結合部に二重管ソケット方式を採用しているので、現場溶接の必要が無くなり、溶接欠陥を生ぜしめにくくなることから、耐疲労性に優れた構造となる。   (1) Steel pipes are used for the pier columns, precast materials are used for the bridge piers, and a double pipe socket system is used for these joints, eliminating the need for on-site welding and making it difficult for weld defects to occur. Therefore, the structure has excellent fatigue resistance.

(2)また、形鋼を出来得る限り利用した構成としているため、加工コストが低い。   (2) In addition, since the shape steel is used as much as possible, the processing cost is low.

(3)さらに、橋脚柱部と橋脚横梁部とを分離施工するため、部材最大重量が小さく、部材の運搬性、架設の機能性が高い。   (3) Furthermore, since the pier column part and the pier side beam part are separately constructed, the member maximum weight is small, and the transportability of the member and the function of construction are high.

(4)くわえて、橋脚横梁部は上部に引張抵抗力に優れた鋼(T形鋼のフランジ)、下部に圧縮抵抗力に優れたコンクリート、断面中央部に剪断抵抗力に優れたコンクリート被覆鋼(T形鋼のウェブ)を位置させており、合理的な組合せであるため経済的である。
すなわち、図11(a)に示すように、橋梁上部工からの死活荷重が橋脚横梁部P1に作用することによって、図11(b)に示すように、橋脚横梁部P1に曲げモーメントと剪断力が発生し、図11(c)に示すように、橋脚横梁部P1の断面上部に引張力が作用し、橋脚横梁部P1の断面下部に圧縮力が作用し、断面全体に剪断力が作用するが、橋脚横梁部P1の断面上部の引張力に対しては、T形鋼のフランジ2aが抵抗し、橋脚横梁部P1の断面下部の圧縮力に対しては、コンクリート5が抵抗し、断面全体の剪断力に対しては、T形鋼のウェブ2bが抵抗するようになっている。
(4) In addition, the pier cross beam part is steel with excellent tensile resistance at the top (T-shaped steel flange), concrete with excellent compression resistance at the bottom, and concrete-coated steel with excellent shear resistance at the center of the cross section (T-shaped steel web) is positioned, and since it is a reasonable combination, it is economical.
That is, as shown in FIG. 11 (a), the life-and-death load from the bridge superstructure acts on the pier horizontal beam portion P1, so that the bending moment and shear force are applied to the pier horizontal beam portion P1 as shown in FIG. 11 (b). As shown in FIG. 11C, a tensile force acts on the upper cross section of the pier horizontal beam portion P1, a compressive force acts on the lower cross section of the pier horizontal beam portion P1, and a shear force acts on the entire cross section. However, the flange 2a of T-shaped steel resists the tensile force at the top of the cross section of the pier horizontal beam portion P1, and the concrete 5 resists the compressive force at the bottom of the cross section of the pier horizontal beam portion P1. The T-shaped steel web 2b resists the shearing force.

(5)上記(1)〜(4)の結果、建設コストが縮減できる。   (5) As a result of the above (1) to (4), the construction cost can be reduced.

(6)さらに、鋼管杭と橋脚柱部との接合部および橋脚柱部と橋脚横梁部との接合部に二重管ソケット構造を採用しているため、鋼管杭の施工誤差を両接合部の偏心接合により吸収できる。   (6) Furthermore, since a double pipe socket structure is adopted for the joint between the steel pipe pile and the pier column and the joint between the pier column and the pier cross beam, the construction error of the steel pipe pile is reduced between the two joints. Can be absorbed by eccentric bonding.

(7)しかも、二重管の内管と外管をともに円形鋼管とした二重管ソケット構造を採用し、内管の内部にもコンクリートを充填しているため、内管と外管との間の充填コンクリートへの拘束力が確保でき、強固に結合できる。
すなわち、図12に示すように、二重管ソケット部W1においては、引張力または圧縮力のいずれが作用した場合でも、内管(鋼管1)の外周面ずれ止め4aと外管(橋脚柱P2)の内周面ずれ止め14bとの間で充填コンクリート6が圧縮抵抗する。同様に、二重管ソケット部W2においては、引張力または圧縮力のいずれが作用した場合でも、内管(橋脚柱P2)の外周面ずれ止め14aと、外管(鋼管杭S)の内周面ずれ止め24bとの間で充填コンクリート16が圧縮抵抗する。
(7) Moreover, because the double pipe socket structure in which the inner pipe and the outer pipe of the double pipe are both round steel pipes is adopted and the inside of the inner pipe is filled with concrete, the inner pipe and the outer pipe The binding force to the filled concrete in between can be secured and can be firmly bonded.
That is, as shown in FIG. 12, in the double pipe socket part W1, the outer peripheral surface detent 4a and the outer pipe (pier pier column P2) of the inner pipe (steel pipe 1) are applied regardless of whether tensile force or compressive force is applied. ) Of the filled concrete 6 compresses and resists against the inner peripheral surface displacement stopper 14b. Similarly, in the double pipe socket portion W2, the outer peripheral surface detent 14a of the inner pipe (pier pier column P2) and the inner circumference of the outer pipe (steel pipe pile S), regardless of whether tensile force or compressive force is applied. The filled concrete 16 is compression-resistant between the surface displacement stoppers 24b.

(8)さらに、基礎杭、橋脚柱、橋脚横梁の全てがプレキャスト部材(工場で予め製作した部材)であるため、建設現場での作業が短縮され、急速施工に対応できる。   (8) Furthermore, since all of the foundation pile, the pier column and the cross beam of the pier are precast members (members manufactured in advance at the factory), the work at the construction site is shortened, and rapid construction can be handled.

なお、上記において、プレキャスト横梁P1を製作する際に、T形鋼2の鋼管1から張り出した部分について、T形鋼2に下フランジを溶接するか、あるいは、図13に示すように、T形鋼2に代えて、H形鋼(圧延H形鋼、溶接H形鋼)31を用い、鋼管1の内部に納まる個所の下フランジを除去することによって、鋼管1から張り出した部分をH形状の鋼材となるようにしてもよい。これによって、プレキャスト横梁P1の剛性を高めることができる。   In the above, when the precast cross beam P1 is manufactured, the lower flange is welded to the T-section steel 2 with respect to the portion of the T-section steel 2 that protrudes from the steel pipe 1, or as shown in FIG. Instead of steel 2, an H-shaped steel (rolled H-shaped steel, welded H-shaped steel) 31 is used, and by removing the lower flange where it fits inside the steel pipe 1, the portion that protrudes from the steel pipe 1 has an H-shape. You may make it become steel materials. Thereby, the rigidity of the precast cross beam P1 can be increased.

また、プレキャスト横梁P1を製作する際に、図14に示すように、T形鋼2に代えて、π形鋼(π字状断面の溶接形鋼)を用いることもできる。作用する荷重が大きく、T形鋼2のような1枚のウェブでは剪段力に抵抗できない場合には、2枚のウェブを備えたπ形鋼が有効である。   Further, when the precast cross beam P1 is manufactured, as shown in FIG. 14, a π-shaped steel (welded shaped steel having a π-shaped cross section) can be used instead of the T-shaped steel 2. When the acting load is large and a single web such as the T-section steel 2 cannot resist the cutting force, a π-section steel having two webs is effective.

そして、上記の実施形態ではT型橋脚について説明したが、それと同様の施工手順をとることによって、図15に示すように、L型橋脚を建設したり、図16に示すように、ラーメン橋脚を建設したりすることもできる。   In the above embodiment, the T-type pier has been described. However, by taking the same construction procedure as that shown in FIG. 15, an L-type pier is constructed as shown in FIG. It can also be built.

本発明の一実施形態に係るT型橋脚と周辺部材を示す図である。It is a figure showing a T type pier and peripheral members concerning one embodiment of the present invention. 本発明の一実施形態に係るT型橋脚の施工手順S1を示す図である。It is a figure which shows construction procedure S1 of the T-type pier concerning one Embodiment of this invention. 本発明の一実施形態に係るT型橋脚の施工手順S2を示す図である。It is a figure which shows construction procedure S2 of the T type pier concerning one Embodiment of this invention. 本発明の一実施形態に係るT型橋脚の施工手順S3を示す図である。It is a figure which shows construction procedure S3 of the T-type pier concerning one Embodiment of this invention. 本発明の一実施形態に係るT型橋脚の施工手順S4を示す図である。It is a figure which shows construction procedure S4 of the T-shaped pier concerning one Embodiment of this invention. 本発明の一実施形態に係るT型橋脚の施工手順S5を示す図である。It is a figure which shows construction procedure S5 of the T type pier concerning one Embodiment of this invention. 本発明の一実施形態に係るT型橋脚の施工手順S6を示す図である。It is a figure which shows construction procedure S6 of the T-type pier concerning one Embodiment of this invention. 本発明の一実施形態に係るT型橋脚の施工手順S7を示す図である。It is a figure which shows construction procedure S7 of the T type bridge pier which concerns on one Embodiment of this invention. 本発明の一実施形態に係るT型橋脚の施工手順S8を示す図である。It is a figure which shows construction procedure S8 of the T type pier concerning one Embodiment of this invention. 本発明の一実施形態に係るT型橋脚の施工手順S9を示す図である。It is a figure which shows construction procedure S9 of the T type bridge pier which concerns on one Embodiment of this invention. 本発明の一実施形態に係るT型橋脚において発生する力を示す図である。It is a figure which shows the force generate | occur | produced in the T-type pier concerning one Embodiment of this invention. 二重管ソケット部における力の流れを示す図である。It is a figure which shows the flow of the force in a double tube socket part. 本発明の他の実施形態に係るT型橋脚を示す図である。It is a figure which shows the T-type pier which concerns on other embodiment of this invention. 本発明の他の実施形態に係るT型橋脚を示す図である。It is a figure which shows the T-type pier which concerns on other embodiment of this invention. 本発明の他の実施形態に係るL型橋脚を示す図である。It is a figure which shows the L-shaped pier which concerns on other embodiment of this invention. 本発明の他の実施形態に係るラーメン橋脚を示す図である。It is a figure which shows the ramen bridge pier which concerns on other embodiment of this invention. 従来技術の説明図である。It is explanatory drawing of a prior art.

符号の説明Explanation of symbols

1 鋼管
2 T形鋼
2a T形鋼フランジ
2b T形鋼ウェブ
3 切込み
4a 鋼管の外周面ずれ止め
5 鉄筋コンクリート
6 充填コンクリート
8 コンクリート打設孔
14a 鋼管橋脚柱の外周面ずれ止め
14b 鋼管橋脚柱の内周面ずれ止め
16 充填コンクリート
17 横梁部仮受け用の円形型枠
19 鋼管橋脚柱内面の突起
24b 鋼管杭の内周面ずれ止め
26 充填コンクリート
27 橋脚柱部仮受け用の円形型枠
29 鋼管杭内面の突起
31 H形鋼
41 π形鋼
B 桁
C 沓
D 床版
P 橋脚
P1 橋脚横梁部(プレキャスト横梁)
P2 橋脚柱部
S 鋼管杭
W1 二重管ソケット部
W2 二重管ソケット部
DESCRIPTION OF SYMBOLS 1 Steel pipe 2 T-shaped steel 2a T-shaped steel flange 2b T-shaped steel web 3 Notch 4a Outer surface displacement prevention of steel pipe 5 Reinforced concrete 6 Filled concrete 8 Concrete placement hole 14a Outer surface displacement prevention of steel pipe bridge pier column 14b Inside of steel pipe pier column Peripheral surface stopper 16 Filled concrete 17 Circular formwork for transverse beam part temporary support 19 Protrusion on the inner surface of steel pipe pier pillar 24b Inner peripheral face prevention of steel pipe pile 26 Filled concrete 27 Circular formwork for temporary support part of bridge pier part 29 Steel pipe pile Projection on the inner surface 31 H-section steel 41 π-section steel B Girder C D D Floor slab P Bridge pier P1 Bridge pier side beam (precast cross beam)
P2 Pier column S Steel pipe pile W1 Double pipe socket part W2 Double pipe socket part

Claims (12)

橋脚の横梁として使用するために事前に工場で製作されるプレキャスト横梁であって、
上端に複数の切込みを入れ、下端あるいは下端近傍の外周にずれ止めを設置した鋼管と、ウェブ高さを前記鋼管上端の切込み長さと同じかあるいは短くしたT形鋼とを用い、
前記T形鋼のウェブ部を前記鋼管上端の切込み部に差し込み、鋼管上端切込み部とT形鋼ウェブ部とを溶接して成ることを特徴とするプレキャスト横梁。
It is a precast cross beam manufactured in the factory in advance for use as a cross beam for a pier,
Using a steel pipe in which a plurality of cuts are made at the upper end, a stopper is installed on the outer periphery near the lower end or near the lower end, and a T-shaped steel whose web height is the same as or shorter than the cut length of the upper end of the steel pipe,
A precast cross beam comprising: a web portion of the T-shaped steel inserted into a cut portion at an upper end of the steel pipe, and a steel pipe upper end cut portion and a T-shaped steel web portion being welded.
前記鋼管上端と前記T形鋼のフランジ部とを溶接したことを特徴とする請求項1に記載のプレキャスト横梁。   The precast cross beam according to claim 1, wherein the upper end of the steel pipe and the flange portion of the T-shaped steel are welded. 前記鋼管上方にコンクリート打設孔を開け、鋼管下端あるいは下端近傍の外周面にずれ止めを設置し、該打設孔から鋼管内部にコンクリートを所定の高さまで充填したことを特徴とする請求項1または2に記載のプレキャスト横梁。   2. A concrete placement hole is formed above the steel pipe, a slip stopper is installed on an outer peripheral surface of the lower end of the steel pipe or in the vicinity of the lower end, and concrete is filled into the steel pipe from the placement hole to a predetermined height. Or the precast cross beam of 2. 該T形鋼を鉄筋コンクリートで被覆したことを特徴とする請求項1〜3のいずれかに記載のプレキャスト横梁。   The precast cross beam according to any one of claims 1 to 3, wherein the T-shaped steel is covered with reinforced concrete. 前記T形鋼および前記鋼管のコンクリートとの接触面にずれ止めを設置したことを特徴とする請求項4に記載のプレキャスト横梁。   The precast cross beam according to claim 4, wherein a stopper is installed on a contact surface between the T-shaped steel and the concrete of the steel pipe. 前記T形鋼の前記鋼管から張り出した部分について、当該T形鋼に下フランジを溶接するか、あるいは、前記T形鋼に代えて、前記鋼管の内部に納まる個所の下フランジを除去したH形鋼を用いることによって、前記鋼管から張り出した部分をH形状の鋼材としたことを特徴とする請求項1〜5のいずれかに記載のプレキャスト横梁。   For the portion of the T-shaped steel that protrudes from the steel pipe, a lower flange is welded to the T-shaped steel, or a lower flange that fits inside the steel pipe is removed instead of the T-shaped steel. The precast cross beam according to any one of claims 1 to 5, wherein a portion projecting from the steel pipe is made into an H-shaped steel material by using steel. 前記T形鋼に代えてπ形鋼を用いたことを特徴とする請求項1〜5のいずれかに記載のプレキャスト横梁。   The precast cross beam according to any one of claims 1 to 5, wherein a π-shaped steel is used instead of the T-shaped steel. 請求項1〜7のいずれかに記載のプレキャスト横梁を橋脚横梁として使用した橋脚であって、
上端部あるいは上端近傍内周面にずれ止めを設置した鋼管橋脚柱を施工し、該鋼管橋脚柱の内部に前記プレキャスト横梁の鋼管部を差し込み、その鋼管橋脚柱と鋼管部との間隙にコンクリートを充填することによって接合したことを特徴とする橋脚。
A pier using the precast horizontal beam according to claim 1 as a pier horizontal beam,
A steel pipe pier column with a stopper installed on the inner peripheral surface near the upper end or near the upper end is constructed, and the steel pipe portion of the precast horizontal beam is inserted into the steel pipe pier column, and concrete is placed in the gap between the steel pipe pier column and the steel pipe portion. A pier characterized by joining by filling.
前記鋼管橋脚柱の上端から所定の高さの内周面に突起物を設置し、該突起物上に円形型枠を落とし込むことにより該円形型枠をダイヤフラム状に設置した上で、前記プレキャスト横梁の鋼管部下面を前記円形型枠上に接触させた状態で、鋼管橋脚柱上端の隙間あるいは前記プレキャスト横梁に予め開けておいた孔からコンクリートを鋼管橋脚柱内部に打設して成ることを特徴とする請求項8に記載の橋脚。   A projection is installed on the inner peripheral surface of a predetermined height from the upper end of the steel pipe pier column, and the circular mold is placed in a diaphragm shape by dropping the circular mold on the projection, and then the precast horizontal beam In the state where the lower surface of the steel pipe part is in contact with the circular formwork, concrete is cast into the steel pipe pier column from the gap at the upper end of the steel pipe pier column or the hole previously opened in the precast lateral beam. The pier according to claim 8. 鋼管橋脚柱にスパイラル鋼管を用いたことを特徴とする請求項8または9に記載の橋脚。   The bridge pier according to claim 8 or 9, wherein a spiral steel pipe is used for the steel pipe pier column. 少なくとも杭頭部が前記鋼管橋脚柱の直径よりも大きな直径を有し、上端部あるいは上端近傍内周面にずれ止めを設置した鋼管杭を施工した上で、前記鋼管橋脚柱の下端あるいは下端近傍の外周面にずれ止めを設置し、該鋼管橋脚柱を前記鋼管杭に差し込み、その鋼管橋脚柱と鋼管杭との間隙にコンクリートを充填することによって接合したことを特徴とする請求項8〜10のいずれかに記載の橋脚。   At least the pile head has a diameter larger than the diameter of the steel pipe pier column, and after constructing a steel pipe pile with a stopper installed on the inner peripheral surface near the upper end or the upper end, the lower end or the vicinity of the lower end of the steel pipe pier column A slip stopper is installed on the outer peripheral surface of the steel pipe, the steel pipe bridge pier column is inserted into the steel pipe pile, and the gap between the steel pipe bridge pier column and the steel pipe pile is filled with concrete to join them. The pier according to any one of the above. 前記鋼管杭の上端から所定の高さの内周面に突起物を設置し、該突起物上に円形型枠を落とし込むことにより該円形型枠をダイヤフラム状に設置した上で、鋼管橋脚柱を鋼管杭に差し込み、該鋼管橋脚柱下面を円形型枠上に接触させた状態で、鋼管橋脚柱と鋼管杭との間隙にコンクリートを充填するとともに、同区間の橋脚柱内部にコンクリートを充填することを特徴とする請求項11に記載の橋脚。   A projection is installed on the inner peripheral surface of a predetermined height from the upper end of the steel pipe pile, and the circular mold is placed in a diaphragm shape by dropping the circular mold on the projection, and then the steel pipe pier column is Fill the gap between the steel pipe pier column and the steel pipe pile with concrete in the state where it is inserted into the steel pipe pile and the bottom surface of the steel pipe pier column is in contact with the circular formwork, and also fill the concrete inside the pier column in the same section. The pier according to claim 11.
JP2007195709A 2007-07-27 2007-07-27 Precast horizontal beam and pier using it Expired - Fee Related JP4992042B2 (en)

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CN106869156A (en) * 2017-02-24 2017-06-20 中铁二十五局集团第五工程有限公司 A kind of pile pier integral structure construction method

Families Citing this family (7)

* Cited by examiner, † Cited by third party
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JP5758268B2 (en) * 2011-10-28 2015-08-05 新日鉄住金エンジニアリング株式会社 Rigid structure of bridge pier and bridge girder and rigid connection method
JP5966442B2 (en) * 2012-03-01 2016-08-10 Jfeスチール株式会社 Pile head structure, pier structure using the same, and repair method thereof
CN103590325A (en) * 2013-10-31 2014-02-19 芜湖合建路桥机械有限公司 Reinforcing type pre-buried beam bridge pier
KR101655246B1 (en) * 2016-04-14 2016-09-07 (주)신흥이앤지 Improved fixing structure of pillar in stroll bridge
CN110792096A (en) * 2019-10-12 2020-02-14 上海市政工程设计研究总院(集团)有限公司 Cup-shaped slot type connection structure of prefabricated pier stud and pile foundation one to one
CN111455804A (en) * 2020-04-24 2020-07-28 邢台路桥建设总公司 Assembled bridge and construction method thereof
CN113832834A (en) * 2021-08-26 2021-12-24 广州市公用事业规划设计院有限责任公司 Fixed connection node of double-wall hollow pier stud and steel bridge and construction method

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH03271406A (en) * 1990-03-20 1991-12-03 Sumitomo Metal Ind Ltd Steel cantilever beam for bridge
JP2585477B2 (en) * 1991-03-29 1997-02-26 トピー工業株式会社 T-type steel pier
JP2002069927A (en) * 2000-08-29 2002-03-08 Nkk Corp Tension member of steel pipe concrete composite pier
JP3967997B2 (en) * 2002-11-06 2007-08-29 新日本製鐵株式会社 Three-dimensional ramen type elevated structure

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106869156A (en) * 2017-02-24 2017-06-20 中铁二十五局集团第五工程有限公司 A kind of pile pier integral structure construction method

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