JP6022729B1 - Cut beam support and bridge pier reinforcement method using it - Google Patents

Cut beam support and bridge pier reinforcement method using it Download PDF

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JP6022729B1
JP6022729B1 JP2016155331A JP2016155331A JP6022729B1 JP 6022729 B1 JP6022729 B1 JP 6022729B1 JP 2016155331 A JP2016155331 A JP 2016155331A JP 2016155331 A JP2016155331 A JP 2016155331A JP 6022729 B1 JP6022729 B1 JP 6022729B1
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receiver
pier
concrete
concrete structure
cut
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JP2018024981A (en
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直樹 堀越
直樹 堀越
▲靖▼ 岩本
▲靖▼ 岩本
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Oriental Shiraishi Corp
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Abstract

【課題】塩害地域であってもコンクリート構造物の硬化後に撤去する必要がなく、耐久性の高い切梁受け具及びそれを用いた橋脚補強工法を提供する。【解決手段】山留工法や仮締切工法に用いられる切梁の端部又は中間部に取り付けられ、前記切梁の軸力を支持構造体に伝達する切梁受け具において、プレキャストモルタル製又はプレキャストコンクリート製の受け具本体を設け、この受け具本体に、一方向に沿った鉄筋を埋設するとともに、両端を所定距離突出させ、機械式継手などで継ぎ足して新設のコンクリート構造物と一体化可能とし、且つ、この埋設された鉄筋と直交する方向に沿って端部が開放された溝を設ける。【選択図】図１The present invention provides a highly durable beam support and a pier reinforcement method using the same, which does not need to be removed after the concrete structure is hardened even in a salt damage area. A cutting beam support attached to an end portion or an intermediate portion of a cutting beam used in a mountain retaining method or a temporary closing method and transmitting an axial force of the cutting beam to a support structure is made of precast mortar or precast. A concrete receiver body is provided, and reinforcing bars along one direction are embedded in the receiver body. And the groove | channel by which the edge part was open | released is provided along the direction orthogonal to this buried reinforcing bar. [Selection] Figure 1

Description

本発明は、山留工法や仮締切工法に用いられる切梁の端部又は中間部に取り付けられ、切梁の軸力を橋脚などの支持構造体に伝達する切梁受け具に関し、詳しくは、既設橋脚等の補強工事におけるＲＣ巻立工事等の新設コンクリート構造物と切梁が干渉する場合において切梁の盛替の必要がない切梁受け具及びそれを用いた橋脚補強工法に関する。   The present invention relates to a beam holder that is attached to an end portion or an intermediate portion of a beam used for a mountain retaining method or a temporary closing method, and transmits the axial force of the beam to a support structure such as a bridge pier. The present invention relates to a beam support that does not require replacement of a cut beam when a new concrete structure such as RC hoisting work in a reinforcement work for an existing pier, etc. and a cut beam interfere, and a pier reinforcement method using the same.

従来、このような既設橋脚の耐震補強工事等においては、既設橋脚の周りを鉄筋コンクリート（ＲＣ）を巻き立てること等が行われている。このような工事では、既設橋脚のフーチングが露出するまで掘り下げる必要があった。このとき、掘り残す橋脚周りの土砂が崩れないように鋼矢板（シートパイル）を設置する山留工事や、橋脚のフーチングが水中にある場合は、仮設の締切鋼板等で橋脚周りを締め切ってドライエリアを構築する仮締切工事が行われる。   Conventionally, in such seismic reinforcement work for existing piers, reinforced concrete (RC) is wound around the existing piers and the like. In such construction, it was necessary to dig until the footing of the existing pier was exposed. At this time, if the steel piles (sheet pile) are installed so that the earth and sand around the pier to be dug does not collapse, or if the footing of the pier is underwater, close the pier with a temporary cut-off steel plate and dry it. Temporary deadline construction to build the area will be carried out.

このような既設橋脚の耐震補強工事等では、土圧や水圧で鋼矢板や締切鋼板等が倒壊しないように、腹起し等で鋼矢板や締切鋼板等を連結するとともに、土圧や水圧に対抗するため切梁を支保工として設置して既設橋脚から反力を得る必要があった。このため、既設橋脚を巻きたてる鉄筋コンクリートの打設の進捗に伴って、切梁を盛り替えなければならず、手間が掛かるという問題があった。   In such seismic reinforcement work for existing bridge piers, steel sheet piles and cut-off steel sheets, etc., are connected by angling to prevent the steel sheet piles and cut-off steel sheets from collapsing with earth pressure or water pressure. In order to compete, it was necessary to install a beam as a support and to obtain reaction force from the existing pier. For this reason, there has been a problem in that it is necessary to replace the cut beams with the progress of the placement of the reinforced concrete around the existing piers, which takes time.

また、既設橋脚の周りに新設する鉄筋コンクリートの一度に打設する範囲を決める打設ロットの割付は、設置している切梁の位置に左右され、切梁の位置によっては打設回数が増えてしまうという問題もあった。さらに、切梁を設置している位置には、既設橋脚を巻きたてる鉄筋コンクリートの配筋を行うことができず、構造設計通りの鉄筋コンクリート構造物にすることができないという問題もあった。   In addition, the allocation of the placement lot that determines the range of reinforced concrete to be placed at a time around the existing pier depends on the position of the installed beam, and the number of times of placement increases depending on the position of the beam. There was also a problem of end. Furthermore, there is a problem that the reinforced concrete structure around the existing bridge pier cannot be arranged at the position where the beam is installed, and the reinforced concrete structure as the structural design cannot be obtained.

これらの問題を解決するべく、特許文献１には、切梁山留工法における切梁の架設に当たり、該切梁と構築する鉄筋コンクリート構築物に配置される縦横の鉄筋との交差する位置に、前記切梁を連結・軸支し、且つ前記鉄筋の挿設が可能な空洞を形成した、剛体からなる連結具を、前記切梁の中間部又は端部に介設した切梁山留工法における切梁の連結具が開示されている（特許文献１の請求項１、明細書の段落［００１１］〜［００１７］、図面の図３、図６等参照）。   In order to solve these problems, Patent Document 1 discloses that in the construction of a cut beam in the cut beam mountain retaining method, the cut beam is located at a position where the cut beam and the vertical and horizontal reinforcing bars arranged in the reinforced concrete structure to be constructed intersect. Connecting the beam in the beam crossing method using a rigid connecting tool formed in the middle or end of the beam that forms a cavity in which the reinforcing bar can be inserted. A tool is disclosed (see claim 1 of Patent Document 1, paragraphs [0011] to [0017] of the specification, FIGS. 3 and 6 of the drawings, etc.).

特許文献１に記載された切梁の連結具のような従来の切梁受け金具は、切梁の盛り替えを行わなくて済むように、既設橋脚の周りに巻き立てる鉄筋コンクリート構造物にそのまま存置されていた。   A conventional beam receiving bracket such as a beam connecting tool described in Patent Document 1 is left as it is in a reinforced concrete structure wound around an existing pier so that it is not necessary to replace the beam. It was.

しかし、従来の切梁受け金具は、現状金属製であり、切梁受け金具を鉄筋コンクリート構造物に存置した場合は、切梁受け金具を被覆するコンクリートにおいて所定のかぶり厚さが取れないという問題があった。このため、塩害地域などでは、巻き立てた新設のコンクリート構造物の硬化後に切梁受け金具を斫り取ったうえ、断面修復したり、防錆処理を施したりする必要があった。このため、手間と工期が掛かかってしまうという問題があった。   However, the conventional beam support bracket is currently made of metal, and when the beam support bracket is placed in a reinforced concrete structure, there is a problem that a predetermined cover thickness cannot be obtained in the concrete covering the beam support bracket. there were. For this reason, in salt damage areas and the like, it was necessary to scrape off the cut-off metal fittings after curing the newly-prepared concrete structure, and to repair the cross section or apply rust prevention treatment. For this reason, there has been a problem that it takes time and work.

特開２００２−２０６２３８号公報JP 2002-206238 A

そこで、本発明は、前述した問題に鑑みて案出されたものであり、その目的とするところは、塩害地域であっても撤去したり防錆処理を施したりする必要がなく、且つ、耐久性の高い切梁受け具及びそれを用いた橋脚補強工法を提供することにある。   Therefore, the present invention has been devised in view of the above-described problems, and the object thereof is not to be removed or subjected to rust prevention treatment even in a salt damage area, and is durable. It is to provide a high-strength beam receiver and a pier reinforcement method using the same.

第１発明に係る切梁受け具は、山留工法や仮締切工法に用いられる切梁の端部又は中間部に取り付けられ、前記切梁の軸力を支持構造体に伝達する切梁受け具であって、プレキャストモルタル製又はプレキャストコンクリート製の受け具本体を有し、この受け具本体には、一方向に沿って鉄筋が埋設されているとともに、両端が所定距離突出し、機械式継手などで継ぎ足して新設のコンクリート構造物と一体化可能となっており、且つ、この埋設された鉄筋と直交する方向に沿って端部が開放された溝が形成されていることを特徴とする。   The beam receiver according to the first invention is attached to an end portion or an intermediate portion of a beam used in a mountain retaining method or a temporary closing method, and transmits the axial force of the beam to a support structure. It has a receiver body made of precast mortar or precast concrete, and in this receiver body, reinforcing bars are embedded along one direction, and both ends protrude by a predetermined distance. It is characterized in that a groove is formed that can be integrated with a newly-constructed concrete structure and has an open end along a direction orthogonal to the embedded reinforcing bar.

第２発明に係る切梁受け具は、第１発明において、前記受け具本体は、高強度モルタル又は高強度コンクリートからなることを特徴とする。   According to a second aspect of the present invention, in the first invention, the main body is made of high-strength mortar or high-strength concrete.

第３発明に係る切梁受け具は、第１発明又は第２発明において、前記受け具本体は、繊維材が混練されたモルタル又はコンクリートから成形されていることを特徴とする。   In the first invention or the second invention, the beam receiver according to the third invention is characterized in that the receiver body is molded from mortar or concrete in which a fiber material is kneaded.

第４発明に係る橋脚補強工法は、既設橋脚の補強のために既設橋脚の周りに鉄筋コンクリート構造物を新設する橋脚補強工法であって、前記鉄筋コンクリート構造物の新設するための山留や仮締切の支保工として設ける切梁の端部又は中間部の前記鉄筋コンクリート構造物と干渉する位置に、請求項１ないし３のいずれかに記載の切梁受け具を設置することを特徴とする。   The pier reinforcement method according to the fourth invention is a pier reinforcement method in which a reinforced concrete structure is newly installed around an existing pier in order to reinforce an existing pier, and a dome or temporary deadline for newly installing the reinforced concrete structure is provided. The cut beam receiver according to any one of claims 1 to 3 is installed at a position that interferes with the reinforced concrete structure at an end portion or an intermediate portion of a cut beam provided as a support.

第１発明〜第４発明によれば、塩害地域であっても切梁受け具を撤去したり防錆処理を施したりする必要がない。また、第１発明〜第５発明によれば、設置している切梁の位置に左右されず、一度に打設するコンクリートの範囲及び分量を決めることができ、コンクリートの打設回数を抑えることができる。さらに、第１発明〜第５発明によれば、構造設計通りの鉄筋コンクリート構造物を構築することができ、耐久性の高い補強を行うことができる。   According to the 1st invention-the 4th invention, it is not necessary to remove a beam support or to give a rust prevention treatment even in a salt damage area. Further, according to the first to fifth inventions, the range and amount of concrete to be placed at a time can be determined without depending on the position of the installed beam, and the number of times of placing concrete is suppressed. Can do. Furthermore, according to 1st invention-5th invention, the reinforced concrete structure as a structural design can be constructed | assembled, and highly durable reinforcement can be performed.

特に、第２発明によれば、受け具本体は、高強度モルタル又は高強度コンクリートからなるので、切梁に高い土圧や水圧が掛かった場合であっても切梁受け具が圧壊するおそれが少なくなる。   In particular, according to the second invention, since the receiver body is made of high-strength mortar or high-strength concrete, there is a risk that the beam receiver will be collapsed even when a high earth pressure or water pressure is applied to the beam. Less.

特に、第３発明によれば、受け具本体は、繊維材が混練されたモルタル又はコンクリートから成形されているので、切梁に高い土圧や水圧が掛かって圧壊する場合にも繊維材で脆性的な破壊を防ぐことができる。   In particular, according to the third invention, since the receiving body is formed from mortar or concrete in which the fiber material is kneaded, the fiber material is brittle even when it is crushed by applying high earth pressure or water pressure to the beam. Can be prevented.

特に、第４発明によれば、橋脚補強工法において切梁を盛り替える必要がなくなるだけでなく、塩害地域であっても切梁受け具を撤去したり防錆処理を施したりする必要がなくなり、橋脚補強工事のコストダウンを図ることができる。   In particular, according to the fourth invention, it is not necessary to replace the beams in the pier reinforcement method, and it is not necessary to remove the beam receivers or to perform rust prevention treatment even in a salt damage area. The cost of pier reinforcement work can be reduced.

本発明の実施形態に係る切梁受け具を示す斜視図である。It is a perspective view which shows the beam receiver which concerns on embodiment of this invention. 同上の切梁受け具の使用状態を示す側面図である。It is a side view which shows the use condition of a beam receiver same as the above. 同上の切梁受け具の別の使用状態を示す斜視図である。It is a perspective view which shows another use condition of the same beam receiver. 図２の切梁受け具の部分拡大図である。It is the elements on larger scale of the beam receiver of FIG. 同上の切梁受け具を示す平面図である。It is a top view which shows a beam receiver same as the above. 同上の切梁受け具を示す左側面図である。It is a left view which shows the same beam receiver. 同上の切梁受け具の切梁側を示す正面図である。It is a front view which shows the cut beam side of the same beam receiver. 同上の切梁受け具の橋脚側を示す背面図である。It is a rear view which shows the bridge pier side of a beam receiver same as the above.

以下、本発明に係る切梁受け具を実施するための一実施形態について、図面を参照しながら詳細に説明する。   Hereinafter, an embodiment for carrying out a beam holder according to the present invention will be described in detail with reference to the drawings.

［切梁受け具］
先ず、図１〜図８を用いて、本発明の実施形態に係る切梁受け具について説明する。図１は、本発明の実施形態に係る切梁受け具１を示す斜視図である。図１に示すように、本実施形態に係る切梁受け具１は、水平断面がＨ字状となった受け具本体２と、この受け具本体２に埋設されている３本の鉄筋３，３，３などから構成されている。なお、一点鎖線で示す符号Ｓ１は、後述の新設のコンクリート構造物Ｐ２の主筋を配筋する位置を示している。 [Cut beam holder]
First, the beam receiver which concerns on embodiment of this invention is demonstrated using FIGS. FIG. 1 is a perspective view showing a beam holder 1 according to an embodiment of the present invention. As shown in FIG. 1, the beam receiver 1 according to the present embodiment includes a receiver body 2 having a horizontal cross section of an H shape, and three reinforcing bars 3 embedded in the receiver body 2. 3, 3 etc. In addition, code | symbol S1 shown with a dashed-dotted line has shown the position which arranges the main reinforcement of the below-mentioned new concrete structure P2.

図２は、切梁受け具１の使用状態を示す側面図であり、図３は、切梁受け具１の別の使用状態を示す斜視図、図４は、図２の部分拡大図である。図２〜図４に示すように、図示形態では、橋脚Ｐ１の周りに耐震補強のため新設のコンクリート構造物Ｐ２を打ち増して巻き立てる場合を例示して説明する。   2 is a side view showing the usage state of the beam receiver 1, FIG. 3 is a perspective view showing another usage state of the beam receiver 1, and FIG. 4 is a partially enlarged view of FIG. . As shown in FIGS. 2 to 4, in the illustrated embodiment, a case in which a newly installed concrete structure P <b> 2 is wound around the bridge pier P <b> 1 and wound up for seismic reinforcement will be described as an example.

図２に示す符号ＳＰが、鋼矢板であるシートパイル、符号Ｈ１が、シートパイルＳＰを水平方向に連結する腹起し、Ｋ１が、その腹起しＨ１を支持する支保工としての切梁である。本実施形態に係る切梁受け具１は、図２〜図４に示すように、切梁Ｋ１の橋脚Ｐ１側の端部に取り付けられ、山留工法や仮締切工法に用いられる切梁Ｋ１の端部に取り付けられ、切梁Ｋ１の軸力を橋脚Ｐ１などの支持構造体に伝達する機能を有している。なお、矢印で示す符号Ａは、切梁Ｋ１の軸方向を示している。   2 is a sheet pile that is a steel sheet pile, a symbol H1 is an upset that connects the sheet pile SP in the horizontal direction, and K1 is a beam as a support that supports the uplifted H1. is there. As shown in FIGS. 2 to 4, the beam receiver 1 according to the present embodiment is attached to an end of the beam K1 on the pier P1 side, and is used for the mountain retaining method and the temporary closing method. It is attached to the end and has a function of transmitting the axial force of the cut beam K1 to a support structure such as a bridge pier P1. In addition, the code | symbol A shown with the arrow has shown the axial direction of the cut beam K1.

（受け具本体）
図５は、本発明の実施形態に係る切梁受け具１を示す平面図であり、図６は、その左側面図である。図１、図５、図６に示すように、切梁受け具１の受け具本体２は、正方形状の板からなる切梁側フランジ部２１と、この切梁側フランジ部２１と略同形の橋脚側フランジ部２２と、これらの切梁側フランジ部２１と橋脚側フランジ部２２とを繋ぐウェブ部２３など、から構成されたプレキャストモルタル製の部材である。 (Receiver body)
FIG. 5 is a plan view showing the beam receiver 1 according to the embodiment of the present invention, and FIG. 6 is a left side view thereof. As shown in FIGS. 1, 5, and 6, the main body 2 of the beam receiver 1 includes a beam-side flange portion 21 made of a square plate, and substantially the same shape as the beam-side flange portion 21. This is a precast mortar member composed of a pier side flange portion 22, a web portion 23 that connects the beam side flange portion 21 and the pier side flange portion 22, and the like.

受け具本体２は、工場等で予め鉄筋が配筋された鋼製型枠等の型枠内に高強度モルタルが打設されて一体成形されるプレキャストモルタル構造体である。ここで、高強度モルタル（高強度コンクリート）とは、一般的には、設計基準強度が50N/mm2以上のモルタル（
コンクリート）を指している。このように、受け具本体２を高強度モルタル製（高強度コンクリート）とすることにより、高い土圧や水圧が掛かり、切梁Ｋ１から高い軸力が作用する場合であっても切梁受け具１が圧壊するおそれが少なくなる。 The receiver body 2 is a precast mortar structure in which high-strength mortar is cast and integrally molded in a mold such as a steel mold in which reinforcing bars are arranged in advance at a factory or the like. Here, high-strength mortar (high-strength concrete) is generally a mortar with a design standard strength of 50 N / mm 2 or more (
Concrete). In this way, by making the support body 2 made of high-strength mortar (high-strength concrete), high earth pressure or water pressure is applied, and even when a high axial force acts from the cut beam K1, the cut beam receiver. There is less risk of 1 crushing.

また、前述の高強度モルタル（高強度コンクリート）には、繊維材が混練されている。このため、ひび割れや脆性的な破壊を抑える効果があり、土圧や水圧の急変に対する耐久性、安全性が向上するとともに、新設するコンクリート構造物Ｐ２の耐久性も向上する。   Further, a fiber material is kneaded in the above-described high-strength mortar (high-strength concrete). For this reason, there exists an effect which suppresses a crack and a brittle fracture | rupture, while durability and the safety | security with respect to sudden change of earth pressure or water pressure improve, and durability of the concrete structure P2 newly established also improves.

なお、モルタル又はコンクリートに混合する繊維材としては、鋼繊維や、炭素繊維、アラミド繊維などが一般的であり、ポリプロピレン、ポリエチレンなどのポリオレフィン繊維、ビニロン繊維などの合成繊維も用いることができる。要するに、繊維材は、モルタル又はコンクリートとの付着の相性が良く、比較的強度、弾性率が高い繊維であればよい。   In addition, as a fiber material mixed with mortar or concrete, a steel fiber, a carbon fiber, an aramid fiber, etc. are common, Synthetic fibers, such as polyolefin fibers, such as a polypropylene and polyethylene, and a vinylon fiber, can also be used. In short, the fiber material may be a fiber having a good compatibility with mortar or concrete and having a relatively high strength and elastic modulus.

＜切梁側フランジ部＞
図７は、切梁受け具１の切梁側の端面である切梁側フランジ部２１を示す切梁受け具１の正面図である。図７、図５に示すように、切梁側フランジ部２１は、内側の縦方向の角部が面取り（ひら面）成形された３１０ｍｍ角×６０ｍｍ厚のプレキャストモルタル製の部材であり、切梁Ｋ１の端部とボルト接合できるように４つのボルト孔２１ａが穿設されている。 <Cut beam side flange>
FIG. 7 is a front view of the beam receiver 1 showing the beam-side flange portion 21 which is the end surface of the beam receiver 1 on the beam side. As shown in FIGS. 7 and 5, the cut beam side flange portion 21 is a 310 mm square × 60 mm thick precast mortar member whose inner vertical corner portion is chamfered (flat surface). Four bolt holes 21a are formed so as to be bolted to the end of K1.

＜橋脚側フランジ部＞
図８は、切梁受け具１の橋脚側の端面である橋脚側フランジ部２２を示す切梁受け具１の背面図である。図８、図５に示すように、橋脚側フランジ部２２は、切梁側フランジ部２１と線対称の略同形である、内側の縦方向の角部が面取り（ひら面）成形された３１０ｍｍ角×６０ｍｍ厚の部材であり、橋脚Ｐ１に設置された後施工アンカーとボルト接合できるように４つのボルト孔２２ａが穿設されている。この後施工アンカーとしては、一般的には、ケミカルアンカーやホールインアンカーなどが用いられる。 <Flange on the pier side>
FIG. 8 is a rear view of the beam receiver 1 showing the bridge pier side flange portion 22 which is an end surface of the beam receiver 1 on the pier side. As shown in FIGS. 8 and 5, the pier side flange portion 22 is substantially the same shape as the beam-side flange portion 21, and is 310 mm square in which the inner vertical corner portion is chamfered (flat surface). It is a member of × 60 mm thickness, and four bolt holes 22a are drilled so that it can be bolted to a post-construction anchor installed on the pier P1. As the post-installed anchor, a chemical anchor, a hole-in anchor, or the like is generally used.

なお、このボルト孔２２ａは、既存の橋脚Ｐ１の鉄筋に邪魔されて後施工アンカーが正確な位置に設置できない場合を考慮し、横方向に長い長孔となっている。   The bolt hole 22a is a long hole that is long in the lateral direction in consideration of the case where the post-construction anchor cannot be installed at an accurate position because it is obstructed by the existing reinforcing bar of the pier P1.

＜ウェブ部＞
図１、図５に示すように、ウェブ部２３は、切梁側フランジ部２１と橋脚側フランジ部２２とを繋ぐ奥行１００ｍｍ×高さ３１０ｍｍ×幅９０ｍｍの部材であり、橋脚側フランジ部２２側に応力集中を防ぐハンチが形成されている。このため、橋脚Ｐ１が曲面であった場合でも橋脚側フランジ部２２とウェブ部２３との入り隅に応力が集中して破壊されるおそれが少なくなる。 <Web Department>
As shown in FIGS. 1 and 5, the web portion 23 is a member having a depth of 100 mm × a height of 310 mm × a width of 90 mm that connects the beam-side flange portion 21 and the pier-side flange portion 22, and the pier-side flange portion 22 side. A haunch is formed to prevent stress concentration. For this reason, even when the pier P1 is a curved surface, there is less possibility of stress being concentrated and breaking at the corners between the pier side flange portion 22 and the web portion 23.

（鉄筋）
また、このウェブ部２３には、異形鋼棒からなる３本の鉄筋３が埋設されている。この鉄筋３の呼び径や本数等は、補強部分である新設のコンクリート構造物Ｐ２の横筋に応じて適宜定められるものである。しかし、この鉄筋３のウェブ部２３からの突出長さは、機械式継手等の継手に必要な長さだけ、左右両端がウェブ部２３から突出している必要がある。なお、継手は、機械式継手に限られず、重ね継手やその他の継手であってもよいことは云うまでもない。 (Rebar)
In addition, three reinforcing bars 3 made of deformed steel bars are embedded in the web portion 23. The nominal diameter, the number, etc. of the reinforcing bars 3 are appropriately determined according to the horizontal bars of the newly installed concrete structure P2 which is a reinforcing part. However, the protruding length of the reinforcing bar 3 from the web portion 23 needs to protrude from the web portion 23 at both the left and right ends by a length necessary for a joint such as a mechanical joint. Needless to say, the joint is not limited to a mechanical joint, and may be a lap joint or another joint.

このように、本実施形態に係る切梁受け具１は、切梁側フランジ部２１と橋脚側フランジ部２２との間に、ウェブ部２３が形成された水平断面がＨ字状となっている。言い換えると、切梁受け具１の受け具本体２には、上下の端部が開放された溝が形成されている。このため、新設するコンクリート構造物Ｐ２を構成する鉄筋Ｓ１を配筋する際に、切梁受け具１への横方向からの入れ込みが容易となっている。   As described above, in the beam receiver 1 according to the present embodiment, the horizontal section in which the web portion 23 is formed between the beam-side flange portion 21 and the pier-side flange portion 22 is H-shaped. . In other words, the receiver body 2 of the beam receiver 1 is formed with a groove whose upper and lower ends are open. For this reason, when reinforcing bar S1 which constitutes the concrete structure P2 to be newly installed is placed, it is easy to insert into the beam receiver 1 from the lateral direction.

［橋脚補強工法］
次に、図２〜図４を用いて、本発明の実施形態に係る切梁受け具１の使用方法の一例である本発明の実施形態に係る橋脚補強工法について説明する。本実施形態に係る橋脚補強工法は、既設の橋脚Ｐ１の補強のために橋脚Ｐ１の周りに鉄筋コンクリート構造物Ｐ２を新設する橋脚補強工法であり、山留の支保工として設ける切梁Ｋ１の端部と新設する鉄筋コンクリート構造物Ｐ２と干渉する位置に、前述の切梁受け具１を設けることを特徴としている。 [Bridge pier reinforcement method]
Next, a pier reinforcement method according to an embodiment of the present invention, which is an example of a method of using the beam receiver 1 according to the embodiment of the present invention, will be described with reference to FIGS. The pier reinforcement method according to the present embodiment is a pier reinforcement method in which a reinforced concrete structure P2 is newly installed around the pier P1 in order to reinforce the existing pier P1, and the end portion of the cut beam K1 provided as a support for the mountain stay In addition, the above-mentioned beam receiver 1 is provided at a position where it interferes with the newly reinforced concrete structure P2.

本実施形態に係る橋脚補強工法では、先ず、図２、図３に示すように、土留めとしてシートパイルＳＰや鋼製ケーシングＣなどを連結支持する腹起しＨ１等が取り付けられる。そして、この腹起しＨ１等と直交する方向に支保工として切梁Ｋ１が設置され、その切梁Ｋ１の橋脚Ｐ１側の端部に本発明の実施形態に係る切梁受け具１が設置される。   In the pier reinforcement method according to the present embodiment, first, as shown in FIGS. 2 and 3, an uplift H1 or the like for connecting and supporting a sheet pile SP, a steel casing C, or the like is attached as a retaining ring. Then, a cut beam K1 is installed as a support in a direction perpendicular to the bulge H1 and the like, and the cut beam receiver 1 according to the embodiment of the present invention is installed at the end of the cut beam K1 on the bridge pier P1 side. The

勿論、切梁受け具１が設置される位置は、補強する場所によっては、切梁Ｋ１の中間部に設けてもよい。なお、通常、切梁Ｋ１は、シートパイルＳＰに掛かる土圧の変動に対応できるように、図３に示すように、切梁Ｋ１の端部又は中間部にキリンジャッキＧを介在させて長さ調整可能とされている。図２は、切梁Ｋ１の途中を省略している。   Of course, the position where the beam receiver 1 is installed may be provided at an intermediate portion of the beam K1, depending on the place to be reinforced. Normally, the cut beam K1 has a length with a giraffe jack G interposed at the end or intermediate portion of the cut beam K1, as shown in FIG. 3, so as to cope with fluctuations in earth pressure applied to the sheet pile SP. Adjustable. In FIG. 2, the middle of the beam K1 is omitted.

切梁受け具１の設置は、切梁Ｋ１の端部と切梁受け具１の切梁側フランジ部２１とがボルト接合されるとともに、切梁受け具１の橋脚側フランジ部２２が、既存の橋脚Ｐ１に穿孔して取り付けた後施工アンカー等にボルト止めされることで固定されて設置される。   Installation of the cut beam receiver 1 is performed by bolting the end of the cut beam K1 and the cut beam side flange portion 21 of the cut beam receiver 1 and using the existing pier side flange portion 22 of the cut beam receiver 1 After being drilled and attached to the bridge pier P1, it is fixed and installed by being bolted to a construction anchor or the like.

次に、シートパイルＳＰや鋼製ケーシングＣの橋脚Ｐ１側を掘削して所定の深さまで床堀を行う。掘削の進行に伴って、掘り残すシートパイルＳＰや鋼製ケーシングＣの外側の土砂が崩壊しないように、腹起しＨ１、切梁Ｋ１、及び切梁受け具１を前述の要領で追加して行き、橋脚Ｐ１の補強工事が可能な所定の深さまで掘削して行き、床堀が完了する。   Next, floor digging is performed by excavating the pier P1 side of the sheet pile SP and the steel casing C to a predetermined depth. As the excavation progresses, add the flank H1, the cut beam K1, and the cut beam receiver 1 as described above so that the soil pile outside the sheet pile SP and the steel casing C to be left undisrupted does not collapse. Going and excavating to a predetermined depth where the pier P1 can be reinforced, the floor moat is completed.

そして、図４に示すように、橋脚Ｐ１の耐震補強として打ち増しする新設のコンクリート構造物Ｐ２の鉄筋Ｓ１等の配筋を行う。このとき、コンクリート構造物Ｐ２の配筋作業と並行して切梁受け具１の鉄筋３とコンクリート構造物Ｐ２の横筋（図示せず）とを機械式継手等で接続する。このため、切梁受け具１と新設のコンクリート構造物Ｐ２を強固に一体化することができる。   Then, as shown in FIG. 4, reinforcing bars such as the reinforcing bar S1 of the newly-installed concrete structure P2 that is added as the seismic reinforcement of the pier P1 are arranged. At this time, in parallel with the bar arrangement work of the concrete structure P2, the reinforcing bar 3 of the beam receiver 1 and the horizontal bar (not shown) of the concrete structure P2 are connected by a mechanical joint or the like. For this reason, the cut beam receiver 1 and the new concrete structure P2 can be firmly integrated.

また、このとき、特許文献１に記載された従来の切梁の連結具のように、鉄筋を縦方向に差し込むだけしか配筋できないのと相違して、受け具本体２のＨ字状の形状のため、受け具本体２への横方からの鉄筋の入れ込みが可能である。このため、切梁受け具１の位置に拘わらず、コンクリート構造物Ｐ２の配筋の際の鉄筋の間隔調整等が極めて容易となっており、配筋の作業時間を短縮してコスト削減を図ることができる。   At this time, unlike the conventional cutting beam connector described in Patent Document 1, the H-shaped shape of the receiving body 2 is different from that in which the reinforcing bars can be arranged only by inserting the reinforcing bars in the vertical direction. Therefore, it is possible to insert the reinforcing bar from the side into the receiving body 2. For this reason, regardless of the position of the beam receiver 1, it is very easy to adjust the interval between the reinforcing bars when the concrete structure P2 is arranged, and the working time of the reinforcing bar is shortened to reduce the cost. be able to.

その後、木枠、型枠を設置し、コンクリートを打設して養生期間経過後、型枠を撤去する。この間、切梁受け具１及び切梁Ｋ１の位置を盛り替えたりする必要がない。   After that, a wooden frame and a formwork are installed, concrete is placed, and after the curing period, the formwork is removed. During this time, it is not necessary to rearrange the positions of the beam receiver 1 and the beam K1.

最後に、新設したコンクリート構造物Ｐ２の周りに土砂を埋め戻して行き、埋め戻しの進行に合わせて下から腹起しＨ１、切梁Ｋ１、及び切梁受け具１を順次撤去して行く。そして、シートパイルＳＰや鋼製ケーシングＣを引き抜いて橋脚Ｐ１の補強工事が完了する。   Finally, the earth and sand are backfilled around the newly-constructed concrete structure P2, and H1, the beam K1, and the beam receiver 1 are sequentially removed from the bottom as the backfill progresses. Then, the sheet pile SP and the steel casing C are pulled out to complete the reinforcement work for the pier P1.

なお、特許文献１に記載された従来の切梁の連結具では、連結具が一般的に鋼製、少なくともモルタル製やコンクリート製ではないため、コンクリート構造物Ｐ２の表面の連結具を設置していた部分に、コンクリートやモルタルなどを埋めるなどして補修して表面を仕上げる必要があった。   In addition, in the conventional beam connector described in Patent Document 1, since the connector is generally made of steel, not at least mortar or concrete, a connector on the surface of the concrete structure P2 is installed. It was necessary to finish the surface by repairing the surface with concrete or mortar.

しかし、本実施形態に係る切梁受け具１は、受け具本体２がプレキャストのモルタル製であるため、コンクリートやモルタルなどで埋める必要がなく、コンクリート構造物Ｐ２の表面仕上が必要ないか、又は、目違い程度の補修で済み、養生期間が殆ど必要なくなる。このため、橋脚Ｐ１の補強工事の工期を短縮することができる。   However, in the beam receiver 1 according to the present embodiment, since the receiver body 2 is made of precast mortar, it is not necessary to fill with concrete or mortar, and the surface finish of the concrete structure P2 is not required, or , Repairs to the extent of the mistakes are sufficient, and the curing period is almost unnecessary. For this reason, the construction period of the reinforcement work of the pier P1 can be shortened.

また、本実施形態に係る切梁受け具１は、橋脚補強工法において切梁を盛り替える必要がなくなるだけでなく、塩害地域であっても切梁受け具を撤去したり防錆処理を施したりする必要がなくなり、橋脚補強工事のコストダウンを図ることができる。   In addition, the beam receiver 1 according to this embodiment not only eliminates the need to replace the beam in the pier reinforcement method, but also removes the beam receiver or performs rust prevention treatment even in a salt damage area. This eliminates the need to do this, and can reduce the cost of pier reinforcement work.

以上説明した実施形態に係る切梁受け具によれば、従来工法と比べて、工期を大幅に短縮して工事のコストを削減することができるとともに、危険な切梁等の盛替えが一切不要となり、安全性が向上する。   According to the beam receiver according to the embodiment described above, it is possible to significantly shorten the construction period and reduce the construction cost as compared with the conventional method, and it is not necessary to replace any dangerous beam. Thus, safety is improved.

また、本実施形態に係る切梁受け具１によれば、切梁受け具１と新設のコンクリート構造物Ｐ２を強固に一体化することができるとともに、塩害地域であっても切梁受け具を撤去したり防錆処理を施したりする必要がない。   Further, according to the beam receiver 1 according to the present embodiment, the beam receiver 1 and the new concrete structure P2 can be firmly integrated, and the beam receiver can be used even in a salt damage area. There is no need to remove or rust preventive.

また、切梁の位置に左右されず、コンクリートの打設回数を抑えることができる。さらに、設置している切梁受け具の位置を避けるように鉄筋を配筋する必要がなく、構造設計通りの鉄筋コンクリート構造物を構築することができ、耐久性の高い補強を行うことができる。   Further, the number of times of placing concrete can be suppressed regardless of the position of the beam. Furthermore, it is not necessary to arrange reinforcing bars so as to avoid the position of the installed beam holders, and a reinforced concrete structure according to the structural design can be constructed, so that highly durable reinforcement can be performed.

その上、本実施形態に係る切梁受け具１によれば、切梁に高い土圧や水圧が掛かった場合であっても切梁受け具１が圧壊するおそれが少なくなるだけでなく、切梁に高い土圧や水圧が掛かって圧壊する場合にも切梁受け具１に混合されている繊維材で脆性的な破壊を防ぐことができる。   In addition, according to the beam receiver 1 according to the present embodiment, not only is the risk of the beam receiver 1 being crushed even when high earth pressure or water pressure is applied to the beam, but also the Even when a high earth pressure or water pressure is applied to the beam, the fiber material mixed in the cut beam receiver 1 can prevent brittle fracture.

以上、本発明の実施形態に係る切梁受け具について詳細に説明したが、前述した又は図示した実施形態は、いずれも本発明を実施するにあたって具体化した一実施形態を示したものに過ぎず、これらによって本発明の技術的範囲が限定的に解釈されてはならないものである。   As mentioned above, although the beam receiver which concerns on embodiment of this invention was demonstrated in detail, all the embodiment mentioned above or illustrated showed only one embodiment actualized in implementing this invention. Therefore, the technical scope of the present invention should not be limitedly interpreted.

１ ：切梁受け具
２ ：受け具本体
２１ ：切梁側フランジ部
２１ａ ：ボルト孔
２２ ：橋脚側フランジ部
２２ａ ：ボルト孔
２３ ：ウェブ部
３ ：鉄筋
Ｈ１ ：腹起し
Ｋ１ ：切梁
Ｐ１ ：橋脚
Ｐ２ ：コンクリート構造物
Ｓ１ ：鉄筋
ＳＰ ：シートパイル
Ｃ ：鋼製ケーシング
Ｇ ：キリンジャッキ 1: Cut beam receiver 2: Receive body 21: Cut beam side flange portion 21a: Bolt hole 22: Pier side flange portion 22a: Bolt hole 23: Web portion 3: Reinforcing bar H1: Uplift K1: Cut beam P1: Pier P2: Concrete structure S1: Reinforcing bar SP: Sheet pile C: Steel casing G: Giraffe jack

Claims (4)

山留工法や仮締切工法に用いられる切梁の端部又は中間部に取り付けられ、前記切梁の軸力を支持構造体に伝達する切梁受け具であって、
プレキャストモルタル製又はプレキャストコンクリート製の受け具本体を有し、この受け具本体には、一方向に沿って鉄筋が埋設されているとともに、両端が所定距離突出し、機械式継手などで継ぎ足して新設のコンクリート構造物と一体化可能となっており、且つ、この埋設された鉄筋と直交する方向に沿って端部が開放された溝が形成されていること
を特徴とする切梁受け具。 A beam holder attached to the end or middle part of a beam used for the mountain retaining method or the temporary closing method, and transmitting the axial force of the beam to a support structure,
It has a receiver body made of precast mortar or precast concrete. In this receiver body, reinforcing bars are embedded along one direction, both ends protrude by a predetermined distance, and are added by mechanical joints etc. A beam holder characterized in that a groove is formed which can be integrated with a concrete structure and has an open end along a direction orthogonal to the embedded reinforcing bar. 前記受け具本体は、高強度モルタル又は高強度コンクリートからなること
を特徴とする請求項１に記載の切梁受け具。 The cut beam receiver according to claim 1, wherein the receiver body is made of high-strength mortar or high-strength concrete. 前記受け具本体は、繊維材が混練されたモルタル又はコンクリートから成形されていること
を特徴とする請求項１又は２に記載の切梁受け具。 The cut beam receiver according to claim 1 or 2, wherein the receiver body is formed from mortar or concrete in which a fiber material is kneaded. 既設橋脚の補強のために既設橋脚の周りに鉄筋コンクリート構造物を新設する橋脚補強工法であって、
前記鉄筋コンクリート構造物の新設するための山留や仮締切の支保工として設ける切梁の端部又は中間部の前記鉄筋コンクリート構造物と干渉する位置に、請求項１ないし３のいずれかに記載の切梁受け具を設置すること
を特徴とする橋脚補強工法。 A pier reinforcement method that newly installs reinforced concrete structures around existing piers to reinforce existing piers,
The cutting according to any one of claims 1 to 3, at a position where it interferes with the reinforced concrete structure at an end portion or an intermediate portion of a beam provided as a support for a mountain retaining or temporary deadline for newly installing the reinforced concrete structure. A pier reinforcement method characterized by installing beam supports.
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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106836805A (en) * 2016-12-27 2017-06-13 四川省三台县波特兰商品砼有限公司 A kind of cast-in-place concrete building floor crack crack rapidly self-healing processing method

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS6171632U (en) * 1984-10-17 1986-05-15
JP2002206238A (en) * 2000-11-10 2002-07-26 Sanken Techno Create:Kk Coupling tool for strut in strut earth-retaining method
JP2003232044A (en) * 2002-02-07 2003-08-19 Ohbayashi Corp Cofferdam closure method

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS6171632U (en) * 1984-10-17 1986-05-15
JP2002206238A (en) * 2000-11-10 2002-07-26 Sanken Techno Create:Kk Coupling tool for strut in strut earth-retaining method
JP2003232044A (en) * 2002-02-07 2003-08-19 Ohbayashi Corp Cofferdam closure method

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106836805A (en) * 2016-12-27 2017-06-13 四川省三台县波特兰商品砼有限公司 A kind of cast-in-place concrete building floor crack crack rapidly self-healing processing method
CN106836805B (en) * 2016-12-27 2019-01-25 四川省三台县波特兰商品砼有限公司 A kind of cast-in-place concrete building floor crack crack rapidly self-healing processing method

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