JP3896032B2 - Construction method of precast column head and pier column head - Google Patents

Construction method of precast column head and pier column head Download PDF

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Publication number
JP3896032B2
JP3896032B2 JP2002140043A JP2002140043A JP3896032B2 JP 3896032 B2 JP3896032 B2 JP 3896032B2 JP 2002140043 A JP2002140043 A JP 2002140043A JP 2002140043 A JP2002140043 A JP 2002140043A JP 3896032 B2 JP3896032 B2 JP 3896032B2
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Prior art keywords
pier
column head
head
precast
reinforcing bar
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JP2003328320A (en
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藤倉修一
今井義明
堀口政一
稲原英彦
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Taisei Corp
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Taisei Corp
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Description

【０００１】
【発明の属する技術分野】
本発明は、プレキャスト柱頭部及び橋脚柱頭部の施工方法に関し、特に橋脚と柱頭部を剛結構造としたラーメン橋のプレキャスト柱頭部及び橋脚柱頭部の施工方法に関する。
【０００２】
【従来の技術】
ラーメン橋の橋脚柱頭部ａを施工する場合、橋脚ｂの躯体施工後に、橋脚ｂに架設ブラケットｃを固定し、その上に支保工ｄを設置するか(図１０(Ａ)参照)、橋脚ｂに沿って地上から支保工ｅを設置し(図１０(Ｂ)参照)、柱頭部ａの鉄筋及び型枠ｆを建て込み、橋脚ｂから柱頭部ａに伸びる鉄筋ｇを巻き込むようにコンクリートを打設し、橋脚ｂと柱頭部ａとを剛結構造とするのが一般的である。
【０００３】
【発明が解決しようとする課題】
ところが、上記従来の施工方法では、大掛かりなブラケットｃや支保工ｄ、ｅ、型枠ｆを必要とし、柱頭部ａの施工に長期間（約３ヶ月）を要する。
また、径間数の多い長大海上橋などでは工事費が極めて増大する。
一方、工期短縮のために柱頭部ａをプレキャスト化する方法もあるが、橋脚ｂと柱頭部ａを一体化するために、図１１に示すようにＰＣケーブルやＰＣ綱棒ｈで固定することが考えられる。しかしながら、プレキャストブロックによる柱頭部ａをＰＣケーブルやＰＣ綱棒ｈのみで橋脚ｂと接合し、剛結する場合は、沓(支承)をよけた配置となるため、十分な配置スペースを確保できず、剛性の高い一体化が困難である場合が多い。
【０００４】
【発明の目的】
本発明は上記したような従来の問題点に鑑みて考えられたもので、工期を大幅に短縮することができるプレキャスト柱頭部及び橋脚柱頭部の施工方法を提供することを目的とする。
また、本発明は、橋脚と柱頭部との一体性を高めたプレキャスト柱頭部及び橋脚柱頭部の施工方法を提供することを目的とする。
さらに本発明は、径間数の多い長大海上橋などでも経済的な工事費で施工できるプレキャスト柱頭部及び橋脚柱頭部の施工方法を提供することを目的とする。
本発明は、これらの目的の少なくとも一つを達成するものである。
【０００５】
【課題を解決するための手段】
上記のような目的を達成するために、本発明のプレキャスト柱頭部は、橋脚の頭部に剛結するプレキャスト柱頭部であって、上床版と、下床版と、ウェブとで構成し、前記下床版に、橋脚の頭部から突出した主鉄筋が貫通する開口部を設け、前記下床版の開口部側面及びウェブに鉄筋継手具を埋設してなるものである。
【０００６】
また、本発明の橋脚柱頭部の施工方法は、橋脚とプレキャスト柱頭部とを一体化する施工方法であって、前記したプレキャスト柱頭部を、その開口部に橋脚の頭部から突出した主鉄筋を貫入しながら橋脚上に設置し、前記鉄筋継手具に鉄筋を接続して、柱頭部横桁の横方向鉄筋と下床版の主鉄筋を組み立て、コンクリートを打設して橋脚とプレキャスト柱頭部を一体化して行うものである。
【０００７】
ここで、プレキャスト柱頭部を橋脚上に仮設置し、橋脚及びプレキャスト柱頭部に設けたブラケットに位置調整用ジャッキをセットし、該位置調整用ジャッキを使用してプレキャスト柱頭部の高さ及び方向を調整することができる。
さらに、ウェブの外側に橋脚の頭部から外側鉄筋を突出して配置し、プレキャスト柱頭部と外側鉄筋をコンクリートで一体化することもできる。
【０００８】
【発明の実施の形態１】
以下、図面を参照しながら、本発明に係る一実施の形態について説明する。
【０００９】
＜イ＞プレキャスト柱頭部１０の構造(図３)
橋脚２０の頭部(天端２１)に剛結する柱頭部は、予め工場やヤードで製作したプレキャストコンクリートからなるプレキャスト柱頭部１０である。
プレキャスト柱頭部１０は、上床版１１と下床版１２とをウェブ１３で結合した形状である。
プレキャスト柱頭部１０を橋脚２０の天端２１上に設置し、桁部分を構成する(図１、図２参照)。
【００１０】
＜ロ＞下床版１２
下床版１２に開口部１４を設ける。
開口部１４は、橋脚２０の天端２１から上方へ突出する多数の橋脚用主鉄筋２２(以下、主鉄筋２２という)をプレキャスト柱頭部１０内に貫入するためのもので、これら主鉄筋２２を貫入することのできる大きさである。
開口部１４の側面に鉄筋継手具１５を複数埋設する。鉄筋継手具１５は、例えばネジ式鉄筋継手を使用することができる。このネジ式鉄筋継手１５に下床版用主鉄筋１８(以下、主鉄筋１８という)を接続し、開口部１４によって間隔が隔てられた下床版１２に主鉄筋１８を配筋し、下床版１２を後打ちする。
【００１１】
＜ハ＞ウェブ１３
ウェブ１３は、下床版１２と上床版１１との間であって、荷重の作用方向に略平行に配置される。
ウェブ１３の垂直方向に、鉄筋継手具１６を前後２列に複数埋設する(図１参照)。鉄筋継手具１６は、前記と同様に例えばネジ式鉄筋継手を使用することができる。このネジ式鉄筋継手１６は、後述する横桁３０を構築するための横方向鉄筋３１を接続するものである。
【００１２】
＜ニ＞橋脚用主鉄筋２２
橋脚２０の天端２１から主鉄筋２２が上方へ突出する。
このため、プレキャスト柱頭部１０を橋脚２０上に設置すると、主鉄筋２２はプレキャスト柱頭部１０内に貫入する。主鉄筋２２は、上床版１１の内側近くまで突出しており、横方向鉄筋３１と直交し、横桁３０のＲＣ構造部材となる。
【００１３】
＜ホ＞位置調整用ジャッキ４０
橋脚２０の上部（天端２１付近）にブラケット２３を取り付け、位置調整用ジャッキ４０を設置する。
位置調整用ジャッキ４０は、例えば、油圧駆動式のものであって、ジャッキ本体と、伸縮プランジャ４１とを有していて、伸縮プランジャ４１が垂直上方を指向するように、ジャッキ本体の下端をブラケット２３上に固定設置する。
プレキャスト柱頭部１０のウェブ１３にブラケット１７を下向きに取り付ける。ブラケット１７は伸縮プランジャ４１に当接し、位置調整用ジャッキ４０の駆動によってプレキャスト柱頭部１０を支持することができ、プレキャスト柱頭部１０の高さや方向を調整することができる。
【００１４】
次に、橋脚柱頭部の施工方法について説明する。
【００１５】
＜イ＞プレキャスト柱頭部１０の製作
工場やヤードでプレキャスト柱頭部１０を製作する。プレキャスト柱頭部１０の下床版１２に開口部１４を設け、下床版１２とウェブ１３に予め鉄筋継手具１５、１６を埋設しておく。
ウェブ１３にブラケット１７を下向きに取り付けておく(図４(Ａ))。また、橋脚２０の天端２１付近に、位置調整用ジャッキ４０を設置するためのブラケット２３を取り付けておく(図４(Ａ))。
【００１６】
＜ロ＞プレキャスト柱頭部１０の仮設置(図４(Ｂ))
プレキャスト柱頭部１０を現場に運搬し、図示しないが、クレーンなどでプレキャスト柱頭部１０を吊り、橋脚２０の天端２１へ仮設置する。
プレキャスト柱頭部１０をクレーンで下げていくとき、上方に突出している主鉄筋２２を、開口部１４からプレキャスト柱頭部１０内へ貫入する。
長大海上橋などの場合は、クレーン船を用いた海上作業となる。
【００１７】
＜ハ＞位置調整用ジャッキ４０による調整(図５(Ａ)、図５(Ｂ))
伸縮プランジャ４１が垂直上方を指向するように、ブラケット１７、２３に位置調整用ジャッキ４０をセットする。
位置調整用ジャッキ４０を駆動し、伸縮プランジャ４１がブラケット１７を介してプレキャスト柱頭部１０を支持しながら、プレキャスト柱頭部１０の高さや方向を調整する。
【００１８】
＜ニ＞主鉄筋１８、横方向鉄筋３１の組立(図６(Ａ)、図６(Ｂ))
予め下床版１２の開口部１４側面に埋め込んである鉄筋継手具１５に主鉄筋１８を接続し、開口部１４によって間隔が隔てられた下床版１２に主鉄筋１８を配筋する。
また、予めウェブ１３に埋め込んである鉄筋継手具１６に横方向鉄筋３１を接続する。横方向鉄筋３１は主鉄筋２２と交差し、横桁３０を構築するための鉄筋が組み立てられる。横方向鉄筋３１と主鉄筋２２とを交差して配置することで、荷重による応力を広く分布することができる。
【００１９】
＜ホ＞コンクリート５０の打設(図７(Ａ)、図７(Ｂ))
主鉄筋１８と横方向鉄筋３１を組み立てた下床版１２及び横桁３０にコンクリート５０を打設する。下床版１２の開口部１４に打設されたコンクリート５０が橋脚２０の天端２１と一体になり、プレキャスト柱頭部１０と橋脚２０とが一体化する。
このようにしてプレキャスト柱頭部１０と橋脚２０が一体化すれば、このプレキャスト柱頭部１０に、例えば型枠と支保工が一体となった移動作業台車を据え付け、移動作業台車をプレキャスト柱頭部１０から張り出しながＰＣ片持架設橋等を施工することができる。
【００２０】
本発明のプレキャスト柱頭部１０は、予め工場で製作するため、場所打ちコンクリート工法に比べて現場で型枠を必要とせず、品質の優れたものとすることができる。
また、プレキャスト柱頭部１０としたことにより、橋脚２０の施工とプレキャスト柱頭部１０の製作を平行作業で行え、工期を三分の一以下に大幅に短縮することができる。
さらに、本発明の橋脚柱頭部の施工方法によれば、プレキャスト柱頭部１０の荷重のみを支えれば足りる位置調整用ジャッキ４０を設置するだけなので、仮設構造が比較的小規模で済むメリットがある。
【００２１】
【発明の実施の形態２】
橋軸直角方向(橋軸と直交する横方向)に大きな力を受ける場合は、ウェブ１３の外側に橋脚２０から突出する外側鉄筋２４を配置することができる。
即ち、図８に示すように橋脚２０の両側に円弧部２５を突設し、円弧部２５の天端２１から外側鉄筋２４を上方へ突出する(図では一方の円弧部２５及び外側鉄筋２４はブロック１０Ａに隠れて見えない)。
プレキャスト柱頭部１０を二つのブロック１０Ａ、１０Ｂに分割し、ウェブ１３の外側に外側鉄筋２４が位置するように橋脚２０上に設置する。なお、プレキャスト柱頭部１０は二つのブロックに分割することなく、一体のままでもよい。
外側鉄筋２４とウェブ１３にコンクリート５０を打設して一体化する(図９参照)。
なお、実施の形態１と同様に、下床版１２の主鉄筋１８、横桁３０の横方向鉄筋３１を組み立ててコンクリート５０を打設してプレキャスト柱頭部１０と橋脚１０とを一体化する。
本例は、プレキャスト柱頭部１０にＲＣ構造の円弧部２６を突出して形成するため、一体性がより高まり、橋軸直角方向の大きな力に抵抗できる。
なお、突出する形状は、円弧部２５、２６に限らず、例えば角形に形成してもよい。
【００２２】
【本発明の効果】
本発明は、以上説明したようになるから次のような効果を得ることができる。
＜イ＞プレキャスト柱頭部としたため、予め工場やヤードで製作することにより橋脚の施工とプレキャスト柱頭部の製作を平行作業で行え、工期を三分の一以下に大幅に短縮することができる。
＜ロ＞橋脚の頭部から突出する主鉄筋、横桁の横方向鉄筋及び下床版の主鉄筋が連結したＲＣ構造となるので、プレキャスト柱頭部と橋脚との一体性を高めたプレキャスト柱頭部及び橋脚柱頭部の施工方法を提供することができる。
＜ハ＞通常、ラーメン橋の柱頭部を施工するには、大掛かりなブラケットや支保工を必要とするが、本発明の施工方法によれば調整用のジャッキを載せるだけでよいため、仮設構造が小規模で済む。
＜ニ＞径間数の多い長大海上橋などに適用した場合は、工事費が極めて経済的となる。
【図面の簡単な説明】
【図１】橋脚上に設置したプレキャスト柱頭部の一部を断面して示す斜視図。
【図２】橋脚とプレキャスト柱頭部を一体化した状態を示す斜視図。
【図３】プレキャスト柱頭部の斜視図。
【図４】(Ａ)は仮設置前のプレキャスト柱頭部と橋脚を示す説明図で、(Ｂ)は仮設置後のプレキャスト柱頭部と橋脚を示す説明図。
【図５】位置調整ジャッキによる位置調整を示す説明図で、(Ａ)は一部を断面した側面図で、(Ｂ)は断面した正面図。
【図６】鉄筋を組み立てた状態を示す説明図で、(Ａ)は側面図で、(Ｂ)は一部を断面した正面図。
【図７】コンクリートを打設した状態を示す説明図で、(Ａ)は側面図で、(Ｂ)は断面した正面図。
【図８】他の実施例で、プレキャスト柱頭部と橋脚を示す斜視図。
【図９】他の実施例で、橋脚とプレキャスト柱頭部を一体化した状態を示す斜視図。
【図１０】従来の説明図で、(Ａ)はブラケット方式を示す図で、(Ｂ)は固定支保工方式を示す図。
【図１１】従来のプレキャスト柱頭部の施工例を示す説明図。
【符号の説明】
１０・・・プレキャスト柱頭部
１２・・・下床版
１３・・・ウェブ
１４・・・開口部
１５、１６・・・鉄筋継手具
１８・・・主鉄筋
２０・・・橋脚
２２・・・主鉄筋（橋脚用主鉄筋）
２４・・・外側鉄筋
２５、２６・・・円弧部
３１・・・横方向鉄筋
４０・・・位置調整用ジャッキ
４１・・・伸縮プランジャ[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a method for constructing a precast column head and a pier column head, and more particularly, to a method for constructing a precast column head and a pier column head of a rigid frame bridge having a rigid structure between the pier and the column head.
[0002]
[Prior art]
When the pier head a of the ramen bridge is constructed, after the pier b is constructed, the construction bracket c is fixed to the pier b and the support d is installed thereon (see FIG. 10 (A)), or the pier b A support e is installed from above the ground (see Fig. 10 (B)), the rebar and formwork f of the column head a are built, and concrete is driven so that the rebar g extending from the pier b to the column head a is involved. In general, the bridge pier b and the column head a have a rigid connection structure.
[0003]
[Problems to be solved by the invention]
However, the conventional construction method requires a large bracket c, supporting works d and e, and a formwork f, and construction of the column head a requires a long time (about 3 months).
In addition, construction costs will increase significantly for long ocean bridges with many spans.
On the other hand, there is a method of precasting the column head a for shortening the construction period, but in order to integrate the bridge pier b and the column head a, it may be fixed with a PC cable or a PC rope h as shown in FIG. Conceivable. However, when the column head a by the precast block is joined to the bridge pier b only with the PC cable or the PC rope h and rigidly connected, it is arranged to avoid the anchor (support), so it is not possible to secure a sufficient arrangement space. In many cases, it is difficult to integrate with high rigidity.
[0004]
OBJECT OF THE INVENTION
The present invention has been conceived in view of the above-described conventional problems, and an object thereof is to provide a method for constructing a precast column head and an abutment column head that can significantly shorten the construction period.
Moreover, an object of this invention is to provide the construction method of the precast column head and the pier column head which improved the integrity of a bridge pier and a column head.
Furthermore, an object of the present invention is to provide a method for constructing a precast column head and a pier column head that can be constructed at an economical construction cost even on a long ocean bridge with a large number of spans.
The present invention achieves at least one of these objects.
[0005]
[Means for Solving the Problems]
In order to achieve the above object, the precast column head of the present invention is a precast column head rigidly connected to the head of the pier, and is composed of an upper floor slab, a lower floor slab, and a web, The lower floor slab is provided with an opening through which the main rebar protruding from the head of the pier passes, and a reinforcing bar joint is embedded in the side of the opening of the lower floor slab and the web.
[0006]
Moreover, the construction method of the pier head of the present invention is a construction method of integrating the pier and the precast column head, and the main rebar protruding from the head of the pier is formed in the opening of the precast column head. Installed on the pier while penetrating, connect the reinforcing bar to the reinforcing bar joint, assemble the horizontal reinforcing bar of the column head girder and the main reinforcing bar of the lower floor slab, cast concrete, and connect the pier and precast column head Integrated.
[0007]
Here, the precast column head is temporarily installed on the pier, the position adjustment jack is set on the bracket provided on the pier and the precast column head, and the height and direction of the precast column head are adjusted using the position adjustment jack. Can be adjusted.
Furthermore, an outer reinforcing bar protrudes from the head of the pier outside the web, and the precast column head and the outer reinforcing bar can be integrated with concrete.
[0008]
DESCRIPTION OF THE PREFERRED EMBODIMENTS Embodiment 1
Hereinafter, an embodiment of the present invention will be described with reference to the drawings.
[0009]
<A> Structure of precast column head 10 (FIG. 3)
The column head rigidly connected to the head (top end 21) of the pier 20 is a precast column head 10 made of precast concrete manufactured in advance in a factory or a yard.
The precast column head 10 has a shape in which an upper floor slab 11 and a lower floor slab 12 are connected by a web 13.
The precast column head 10 is installed on the top end 21 of the pier 20 to form a girder (see FIGS. 1 and 2).
[0010]
<Ro> Lower floor version 12
An opening 14 is provided in the lower floor slab 12.
The opening 14 is for penetrating a large number of pier main rebars 22 (hereinafter referred to as main rebars 22) projecting upward from the top end 21 of the pier 20 into the precast column head 10. It is a size that can penetrate.
A plurality of reinforcing bar joints 15 are embedded in the side surface of the opening 14. As the reinforcing bar joint 15, for example, a screw-type reinforcing bar joint can be used. A main reinforcing bar 18 for the lower floor slab (hereinafter referred to as a main reinforcing bar 18) is connected to the screw-type reinforcing bar joint 15, and the main reinforcing bar 18 is arranged on the lower floor slab 12 spaced by the opening 14, thereby lower floor. Plate 12 will be postponed.
[0011]
<C> Web 13
The web 13 is disposed between the lower floor slab 12 and the upper floor slab 11 and substantially parallel to the acting direction of the load.
In the vertical direction of the web 13, a plurality of reinforcing bar joints 16 are embedded in two front and rear rows (see FIG. 1). As the reinforcing bar joint 16, for example, a screw type reinforcing bar joint can be used as described above. The threaded reinforcing bar joint 16 is for connecting a horizontal reinforcing bar 31 for constructing a cross beam 30 described later.
[0012]
<D> Main reinforcement 22 for bridge piers
The main rebar 22 protrudes upward from the top end 21 of the pier 20.
For this reason, when the precast column head 10 is installed on the pier 20, the main rebar 22 penetrates into the precast column head 10. The main reinforcing bar 22 protrudes to the inside of the upper floor slab 11, is orthogonal to the horizontal reinforcing bar 31, and becomes an RC structural member of the cross beam 30.
[0013]
<E> Position adjustment jack 40
The bracket 23 is attached to the upper part of the pier 20 (near the top end 21), and the position adjusting jack 40 is installed.
The position adjusting jack 40 is, for example, a hydraulic drive type, and has a jack body and an extendable plunger 41. The lower end of the jack body is bracketed so that the extendable plunger 41 is directed vertically upward. 23 is fixedly installed.
A bracket 17 is attached to the web 13 of the precast column head 10 downward. The bracket 17 abuts on the expansion / contraction plunger 41, can support the precast column head 10 by driving the position adjusting jack 40, and can adjust the height and direction of the precast column head 10.
[0014]
Next, the construction method of the pier column head will be described.
[0015]
<A> Production of precast column head 10 The precast column head 10 is produced at a factory or yard. An opening 14 is provided in the lower floor slab 12 of the precast column head 10, and reinforcing bar joints 15 and 16 are embedded in the lower floor slab 12 and the web 13 in advance.
A bracket 17 is attached to the web 13 downward (FIG. 4A). Also, a bracket 23 for installing the position adjusting jack 40 is attached near the top end 21 of the pier 20 (FIG. 4A).
[0016]
<B> Temporary installation of precast column head 10 (FIG. 4B)
The precast column head 10 is transported to the site, and although not shown, the precast column head 10 is suspended with a crane or the like and temporarily installed on the top end 21 of the pier 20.
When the precast column head 10 is lowered by a crane, the main reinforcing bar 22 protruding upward is penetrated into the precast column head 10 from the opening 14.
In the case of a long ocean bridge, the work is carried out using a crane ship.
[0017]
<C> Adjustment using position adjusting jack 40 (FIGS. 5A and 5B)
The position adjusting jack 40 is set on the brackets 17 and 23 so that the extendable plunger 41 is oriented vertically upward.
The position adjusting jack 40 is driven, and the height and direction of the precast column head 10 are adjusted while the extendable plunger 41 supports the precast column head 10 via the bracket 17.
[0018]
<D> Assembly of main reinforcing bar 18 and transverse reinforcing bar 31 (FIGS. 6A and 6B)
The main reinforcing bar 18 is connected to the reinforcing bar joint 15 embedded in the side surface of the opening 14 of the lower floor slab 12 in advance, and the main reinforcing bar 18 is arranged on the lower floor slab 12 spaced by the opening 14.
Further, the transverse reinforcing bar 31 is connected to the reinforcing bar joint 16 embedded in the web 13 in advance. The transverse reinforcing bar 31 intersects with the main reinforcing bar 22, and the reinforcing bars for constructing the cross beam 30 are assembled. By arranging the transverse reinforcing bars 31 and the main reinforcing bars 22 so as to cross each other, the stress due to the load can be widely distributed.
[0019]
<E> Placing concrete 50 (FIGS. 7A and 7B)
Concrete 50 is placed on the lower floor slab 12 and the cross beam 30 in which the main reinforcing bar 18 and the transverse reinforcing bar 31 are assembled. The concrete 50 placed in the opening 14 of the lower floor slab 12 is integrated with the top end 21 of the pier 20 so that the precast column head 10 and the pier 20 are integrated.
If the precast column head 10 and the bridge pier 20 are integrated in this way, for example, a movable work carriage in which a formwork and a support work are integrated is installed on the precast column head 10, and the movable work carriage is removed from the precast column head 10. PC cantilever bridges can be constructed without overhanging.
[0020]
Since the precast column head 10 of the present invention is manufactured in advance in a factory, it does not require a formwork in the field as compared with the cast-in-place concrete method, and can be excellent in quality.
Moreover, by setting it as the precast pillar head 10, construction of the pier 20 and manufacture of the precast pillar head 10 can be performed by a parallel operation, and a construction period can be shortened significantly to 1/3 or less.
Furthermore, according to the construction method of the pier column head according to the present invention, since only the position adjusting jack 40 that only needs to support the load of the precast column head 10 is installed, there is an advantage that the temporary structure can be relatively small.
[0021]
Second Embodiment of the Invention
When receiving a large force in the direction perpendicular to the bridge axis (lateral direction perpendicular to the bridge axis), the outer reinforcing bar 24 protruding from the pier 20 can be disposed outside the web 13.
That is, as shown in FIG. 8, arc portions 25 are provided on both sides of the pier 20 and the outer rebar 24 protrudes upward from the top end 21 of the arc portion 25 (in the figure, one arc portion 25 and the outer rebar 24 are Hidden in block 10A)
The precast column head 10 is divided into two blocks 10 </ b> A and 10 </ b> B and installed on the pier 20 so that the outer rebar 24 is located outside the web 13. In addition, the precast pillar head 10 may remain integral without being divided into two blocks.
Concrete 50 is cast on the outer reinforcing bar 24 and the web 13 and integrated (see FIG. 9).
As in the first embodiment, the main rebar 18 of the lower floor slab 12 and the horizontal rebar 31 of the cross beam 30 are assembled and the concrete 50 is placed to integrate the precast column head 10 and the pier 10.
In this example, since the arc portion 26 of the RC structure protrudes from the precast column head 10, the integrity is further improved and a large force in the direction perpendicular to the bridge axis can be resisted.
The protruding shape is not limited to the arc portions 25 and 26, and may be formed in, for example, a square shape.
[0022]
[Effect of the present invention]
Since the present invention has been described above, the following effects can be obtained.
<I> Since it is a precast column head, it can be constructed in advance in a factory or a yard, so that the construction of the pier and the production of the precast column head can be performed in parallel work, and the construction period can be greatly reduced to one-third or less.
<B> Precast column head with improved integration between precast column head and pier, because it has an RC structure in which the main rebar protruding from the head of the pier, the transverse rebar of the cross beam and the main rebar of the lower floor slab are connected And the construction method of the pier head can be provided.
<C> Normally, in order to construct the column head of a ramen bridge, a large bracket or support work is required. However, according to the construction method of the present invention, it is only necessary to place a jack for adjustment, so that the temporary structure is Small scale is enough.
<D> When applied to a long ocean bridge with a large number of spans, the construction cost is extremely economical.
[Brief description of the drawings]
FIG. 1 is a perspective view showing a cross-section of a part of a precast column head installed on a pier.
FIG. 2 is a perspective view showing a state where a bridge pier and a precast column head are integrated.
FIG. 3 is a perspective view of a precast column head.
4A is an explanatory diagram showing a precast column head and a pier before temporary installation, and FIG. 4B is an explanatory diagram showing a precast column head and a pier after temporary installation.
FIGS. 5A and 5B are explanatory views showing position adjustment by a position adjustment jack, wherein FIG. 5A is a side view in which a part is cut, and FIG.
6A and 6B are explanatory views showing a state where the reinforcing bars are assembled, in which FIG. 6A is a side view, and FIG.
7A and 7B are explanatory views showing a state in which concrete is placed, in which FIG. 7A is a side view and FIG. 7B is a cross-sectional front view.
FIG. 8 is a perspective view showing a precast column head and an abutment in another embodiment.
FIG. 9 is a perspective view showing a state where the pier and the precast column head are integrated in another embodiment.
FIGS. 10A and 10B are explanatory diagrams of the prior art, FIG. 10A is a diagram showing a bracket method, and FIG. 10B is a diagram showing a fixed support method.
FIG. 11 is an explanatory view showing a construction example of a conventional precast column head.
[Explanation of symbols]
DESCRIPTION OF SYMBOLS 10 ... Precast column head 12 ... Lower floor slab 13 ... Web 14 ... Opening part 15 and 16 ... Reinforcement fitting 18 ... Main reinforcement 20 ... Bridge pier 22 ... Main Reinforcing bars (main reinforcing bars for bridge piers)
24 ... Outer rebar 25, 26 ... Arc part 31 ... Lateral rebar 40 ... Position adjustment jack 41 ... Extendable plunger

Claims (4)

橋脚の頭部に剛結するプレキャスト柱頭部であって、
上床版と、下床版と、ウェブとで構成し、
前記下床版に、橋脚の頭部から突出した主鉄筋が貫通する開口部を設け、
前記下床版の開口部側面及びウェブに鉄筋継手具を埋設してなる、
プレキャスト柱頭部。A precast pillar head that is rigidly attached to the head of the pier,
It consists of an upper floor slab, a lower floor slab, and a web.
The lower floor slab is provided with an opening through which the main rebar protruding from the head of the pier passes.
Reinforcing bar joints are embedded in the opening side and web of the lower floor slab,
Precast pillar head. 橋脚とプレキャスト柱頭部とを一体化する橋脚柱頭部の施工方法であって、
請求項１に記載するプレキャスト柱頭部を、その開口部に橋脚の頭部から突出した主鉄筋を貫入しながら橋脚上に設置し、
前記鉄筋継手具に鉄筋を接続して、柱頭部横桁の横方向鉄筋と下床版の主鉄筋を組み立て、
コンクリートを打設して橋脚とプレキャスト柱頭部を一体化して行う、
橋脚柱頭部の施工方法。A construction method of the pier column head that integrates the pier and the precast column head,
The precast column head described in claim 1 is installed on the pier while penetrating the main rebar protruding from the head of the pier into the opening,
Connect the reinforcing bars to the above-mentioned reinforcing bar joint, and assemble the horizontal reinforcing bars of the column head girder and the main reinforcing bars of the lower floor slab,
Concrete is placed and the pier and precast column head are integrated.
Construction method of the pier head. 請求項２に記載する橋脚柱頭部の施工方法において、プレキャスト柱頭部を橋脚上に仮設置し、橋脚及びプレキャスト柱頭部に設けたブラケットに位置調整用ジャッキをセットし、該位置調整用ジャッキを使用してプレキャスト柱頭部の高さ及び方向を調整することを特徴とする、橋脚柱頭部の施工方法。In the construction method of the pier column head according to claim 2, the precast column head is temporarily installed on the pier, the position adjustment jack is set on the bracket provided on the pier and the precast column head, and the position adjustment jack is used. And adjusting the height and direction of the precast column head. 請求項２または請求項３に記載する橋脚柱頭部の施工方法において、ウェブの外側に橋脚の頭部から突出する外側鉄筋を配置し、該外側鉄筋とプレキャスト柱頭部をコンクリートで一体化したことを特徴とする、橋脚柱頭部の施工方法。In the construction method of the pier head part according to claim 2 or claim 3, the outer reinforcing bar protruding from the head part of the pier is arranged outside the web, and the outer reinforcing bar and the precast pillar head are integrated with concrete. The construction method of the pier column head which is the feature.
JP2002140043A 2002-05-15 2002-05-15 Construction method of precast column head and pier column head Expired - Fee Related JP3896032B2 (en)

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JP2006265976A (en) * 2005-03-25 2006-10-05 Oriental Construction Co Ltd Corrugated steel-plate web u component bridge and its construction method
JP4607785B2 (en) * 2006-02-13 2011-01-05 三井住友建設株式会社 Continuous viaduct
JP5157433B2 (en) * 2007-12-28 2013-03-06 鹿島建設株式会社 Composite hollow structure of bridge column head or girder end
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