JP2005068816A - Construction method for abutment with reconstruction for bridge and its abutment structure - Google Patents

Construction method for abutment with reconstruction for bridge and its abutment structure Download PDF

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JP2005068816A
JP2005068816A JP2003300152A JP2003300152A JP2005068816A JP 2005068816 A JP2005068816 A JP 2005068816A JP 2003300152 A JP2003300152 A JP 2003300152A JP 2003300152 A JP2003300152 A JP 2003300152A JP 2005068816 A JP2005068816 A JP 2005068816A
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abutment
construction
bridge
new
retaining
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JP4167149B2 (en
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Hajime Fujisawa
Shinichiro Nozawa
Masahiko Ota
Masaru Tateyama
Kenji Watanabe
正彦 太田
健治 渡辺
勝 舘山
一 藤沢
伸一郎 野澤
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East Japan Railway Co
Railway Technical Res Inst
東日本旅客鉄道株式会社
財団法人鉄道総合技術研究所
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<P>PROBLEM TO BE SOLVED: To provide a construction method for an abutment with the reconstruction of a bridge extremely inhibiting the increase of the length of the bridge as compared to the old bridge while being capable of strengthening the strength of the abutment in the construction of the abutment with the reconstruction of the bridge and its abutment structure. <P>SOLUTION: (a) An earth retaining wall 4 is placed to the rear of the existing abutment 2, (b) an excavation at a small stage is conducted and (c) a tensile reinforcing material 5 in which a tensile core material is inserted is driven to the earth retaining wall 4 of an excavating surface. (d) Processes in (b) and (c) are repeated, and a ground is excavated up to a specified depth while the tensile reinforcing material is driven, (e) a foundation pile 6 is installed in a space emptied by the excavation, and (f) the new abutment is constructed by placing abutment concrete so as to be connected to the tensile reinforcing material 5 and the earth retaining wall 4. (g) The existing abutment is removed, and (h) a new girder is stretched over the new abutment. <P>COPYRIGHT: (C)2005,JPO&NCIPI

Description

本発明は、橋梁改築に伴う橋台の構築工法およびその橋台構造物に関するものである。   The present invention relates to a construction method of an abutment accompanying a bridge reconstruction and an abutment structure thereof.
図5は従来の橋梁改築に伴う橋台の構築工法の説明図である。   FIG. 5 is an explanatory view of a conventional construction method for an abutment associated with bridge reconstruction.
従来、供用中の鉄道や道路橋梁を老朽化に伴い架け替えする場合には、まず、線路や道路の位置を変更してから旧橋台101の背後の土留め壁を後退させるように掘削を行い、十分なスペースを確保した上で、土留め壁102とグラウンドアンカー103などで仮土留めし、その後、上記の掘削により空いたスペースに基礎杭104を打設し、新橋台105を構築し、その新橋台105の背後を埋戻し土106で埋め戻すようにしている。そこで、新橋台105に、新しい桁107を架けることにより、桁の架け替えを行い、新橋梁を構築するようにしている。   Conventionally, when replacing a railway or road bridge in service with aging, first excavating the earth retaining wall behind the old abutment 101 after changing the position of the track and road. After securing sufficient space, temporarily holding the earth with the retaining wall 102 and the ground anchor 103, etc., and then placing the foundation pile 104 in the space vacated by the excavation, constructing the new abutment 105, The back of the new abutment 105 is backfilled with backfill soil 106. Therefore, by placing a new girder 107 on the new abutment 105, the girder is replaced and a new bridge is constructed.
以下、従来の橋梁改築に伴う橋台の構築工法を詳細に説明する。   Hereinafter, the construction method of the abutment accompanying the conventional bridge reconstruction will be described in detail.
図6はかかる従来の橋梁改築に伴う橋台の構築工法の詳細な工程図(その1)図7はその橋梁改築に伴う橋台の構築工法の詳細な工程図(その2)である。   FIG. 6 is a detailed process diagram of the abutment construction method associated with the conventional bridge reconstruction (part 1). FIG. 7 is a detailed process diagram (part 2) of the abutment construction method associated with the bridge reconstruction.
(1)まず、図6(a)に示すように、桁203及び基礎杭202を有する旧橋台201が構築されており、この旧橋台201を取り替えることにする。   (1) First, as shown in FIG. 6A, an old abutment 201 having a girder 203 and a foundation pile 202 is constructed, and this old abutment 201 is replaced.
(2)そこで、図6(b)に示すように、桁203及び基礎杭202を有する旧橋台201の背面に広いスペース205を取るように掘削を行う。すなわち、(A)小段の掘削を行い、(B)掘削面の仮の土留め壁に対して、一般的にはグラウンドアンカーを設置し、これらの(A),(B)の工程を繰り返し、所定の深さまで掘削し、仮の土留め壁204を打設し、仮土留め工を施す。   (2) Therefore, as shown in FIG. 6 (b), excavation is performed so as to take a wide space 205 on the back surface of the old abutment 201 having the girders 203 and the foundation piles 202. That is, (A) excavating a small stage, (B) generally installing a ground anchor to the temporary earth retaining wall of the excavation surface, repeating these steps (A) and (B), Excavation is performed to a predetermined depth, a temporary earth retaining wall 204 is placed, and temporary earth retaining work is performed.
(3)次に、図6(c)に示すように、広いスペース205に基礎杭207を有する新橋台206を構築する。   (3) Next, as shown in FIG. 6C, a new abutment 206 having a foundation pile 207 in a wide space 205 is constructed.
(4)次に、図7(d)に示すように、新橋台206背面と仮の土留め壁204間を埋戻し土208で埋め戻す。その際に、必要に応じて仮土留め工やグラウンドアンカーを撤去する場合もある。   (4) Next, as shown in FIG. 7D, the space between the back surface of the new abutment 206 and the temporary earth retaining wall 204 is backfilled with backfill soil 208. At that time, the temporary earth retaining work or the ground anchor may be removed as necessary.
(5)次に、図7(e)に示すように、桁203及び基礎杭202を有する旧橋台201の撤去を行い、
(6)次に、図7(f)に示すように、新橋台206へ新設桁209を架ける。その後、線路あるいは道路の位置を元に戻す。
(5) Next, as shown in FIG. 7 (e), the old abutment 201 having the girder 203 and the foundation pile 202 is removed,
(6) Next, as shown in FIG. Then, restore the position of the track or road.
なお、盛土のような緩い地盤を効率良く補強する場合には、大径の補強材を用いて仮土留め工を構築するのが効率的である。大径補強材の構築方法については下記特許文献1、大径補強材による盛土の急勾配化工法については下記特許文献2、大径補強材を用いた土留め壁の構築方法については下記特許文献3が提案されている。
特許第2575329号公報(第2−3頁、図2) 特許第2653731号公報(第2−3頁、図1) 特許第2832508号公報(第3−4頁、図1)
In order to efficiently reinforce a loose ground such as embankment, it is efficient to construct a temporary earth retaining work using a large-diameter reinforcing material. Regarding the construction method of the large-diameter reinforcing material, the following Patent Document 1, for the steep slope construction method of the embankment with the large-diameter reinforcing material, the following Patent Document 2, and for the construction method of the retaining wall using the large-diameter reinforcing material, the following Patent Document 3 has been proposed.
Japanese Patent No. 2575329 (page 2-3, FIG. 2) Japanese Patent No. 2653731 (page 2-3, FIG. 1) Japanese Patent No. 2832508 (page 3-4, FIG. 1)
しかしながら、上記した従来の橋梁の架け替え工法によれば、施工法が面倒であり、工事が大掛かりにならざるを得ない。   However, according to the conventional bridge replacement method described above, the construction method is cumbersome and the construction is unavoidable.
また、特に、上記した従来の橋梁の架け替え工法によれば、旧橋台201の背後に新橋台206を設置するため、新橋梁は旧橋梁に比べれば、必然的に桁209が大幅に長くなる。桁209が長くなれば橋台206やその基礎も大きくなる。特に最近の構造物の設計は、大地震時まで考慮した設計となっているので、さらに大きな基礎が必要となるといった問題があった。   In particular, according to the conventional bridge replacement method described above, since the new abutment 206 is installed behind the old abutment 201, the new bridge inevitably has a significantly longer girder 209 than the old bridge. . If the girder 209 becomes longer, the abutment 206 and its foundation also become larger. In particular, the design of recent structures has been designed in consideration of the time of a major earthquake, so there is a problem that a larger foundation is required.
本発明は、上記状況に鑑みて、橋梁改築に伴う橋台の構築において、新橋梁の旧橋梁に比べた長さの増加を極力抑えるとともに、仮設の土留め工を新橋台の一部として用いることによって、経済的にしかも橋台の強度を堅牢にすることができる橋梁改築に伴う橋台の構築工法およびその橋台構造物を提供することを目的とする。   In view of the above situation, the present invention suppresses the increase in length of the new bridge compared to the old bridge as much as possible in the construction of the abutment accompanying the bridge reconstruction, and uses a temporary earth retaining work as a part of the new abutment. The purpose of the present invention is to provide an abutment construction method and its abutment structure associated with the reconstruction of a bridge that can make the strength of the abutment economical and economical.
本発明は、上記目的を達成するために、
〔1〕橋梁改築に伴う橋台の構築工法において、(a)既設橋台の背面に土留め壁を打設し、(b)小段の掘削を行い、(c)掘削面の土留め壁に対して、引張り芯材が挿入された引張り補強材を打設し、(d)前記(b)、(c)の工程を繰り返し、所定の深さまで掘削するとともに、引張り補強材を打設し、(e)掘削によって空いたスペースに基礎杭を設置し、(f)引張り補強材、土留め壁と連結するように橋台コンクリートを打設することにより、新設橋台を構築し、(g)既設橋台の撤去を行い、(h)前記新設橋台へ新設桁を架けることを特徴とする。
In order to achieve the above object, the present invention provides
[1] In the construction method of the abutment accompanying the bridge reconstruction, (a) a retaining wall is placed on the back of the existing abutment, (b) a small step is excavated, and (c) the retaining wall on the excavation surface (D) Repeating the steps (b) and (c), excavating to a predetermined depth, and placing a tensile reinforcement (e) ) Install a foundation pile in the space vacated by excavation, (f) construct a new abutment by placing abutment concrete so as to connect with tensile reinforcement and retaining wall, and (g) remove the existing abutment (H) A new girder is built on the new abutment.
〔2〕上記〔1〕記載の橋梁改築に伴う橋台の構築工法において、前記掘削によるスペースを狭くすることを特徴とする。   [2] In the construction method of the abutment accompanying the bridge reconstruction described in [1], a space for the excavation is narrowed.
〔3〕上記〔1〕記載の橋梁改築に伴う橋台の構築工法において、前記基礎杭は本数を低減し、主として桁からの鉛直荷重だけを支えることを特徴とする。   [3] In the construction method of an abutment accompanying the bridge reconstruction described in [1] above, the foundation pile is reduced in number and mainly supports only a vertical load from a girder.
〔4〕橋梁改築に伴う橋台構造物において、引張り補強材を有する土留め壁と、この土留め壁と一体化され、基礎杭を有する橋台と、この橋台に架けられる桁とを具備することを特徴とする。   [4] In the abutment structure accompanying the bridge reconstruction, comprising a retaining wall having a tensile reinforcement, an abutment integrated with the retaining wall and having a foundation pile, and a girder mounted on the abutment. Features.
本発明によれば、次のような効果を奏することができる。   According to the present invention, the following effects can be achieved.
(1)従来工法では、グラウンドアンカー等を有する土留めを用いているが、グラウンドアンカーは腐食やプレストレスの抜けなど長期的な使用に対して十分な検討が必要である。また、地震時の挙動に不明な点が多く、本設構造物としての使用数も少なく、あくまでも施工中だけの安定を確保するための仮設体として用いられ、橋台完成後の効果は期待されていない。これに対して、本発明では、土留め工として、地山補強土工法を採用し、新設橋台を補強土土留め工と一体化させることにより、仮設中に使用した補強土土留め工を本体の一部として使用する。ここで用いる地山補強土工法は、例えば、上記特許文献2に示す方法の場合は、本設構造物として数多くの使用実績があり、仮設中に使用した補強土(仮)土留め工を恒久的なものとすることができる。また、橋台の強度を堅牢にするのに有利である。   (1) In the conventional construction method, earth retaining having a ground anchor or the like is used. However, the ground anchor needs to be sufficiently examined for long-term use such as corrosion and loss of prestress. In addition, there are many unclear points in the behavior at the time of the earthquake, the number of use as a permanent structure is small, it is used as a temporary body to ensure stability only during construction, and the effect after completion of the abutment is expected Absent. On the other hand, in the present invention, the earth retaining reinforced earth method is adopted as the earth retaining work, and the new earth abutment is integrated with the reinforcement earth retaining work, so that the reinforcing earth retaining work used during the temporary construction is the main body. Used as part of For example, in the case of the method shown in the above-mentioned Patent Document 2, the earth-and-ground reinforced earth method used here has many uses as a permanent structure, and the reinforced earth (temporary) earth retaining work used during the temporary construction is permanent. It can be a typical one. Moreover, it is advantageous to make the strength of the abutment strong.
(2)従来橋台は、地震時慣性力や土圧等の水平荷重に対して基礎杭の曲げ剛性で抵抗する構造であるため大きな基礎杭が必要となるが、本発明では、水平荷重に対しては引張り補強材で効果的に抵抗できることになるため、基礎杭は主として桁からの鉛直荷重だけを支えればよいことになり、従来に比べて少数の基礎杭で十分に抵抗できる。   (2) The conventional abutment requires a large foundation pile because it has a structure that resists the bending load rigidity of the foundation pile against a horizontal load such as an inertial force or earth pressure during an earthquake. Therefore, the foundation pile only needs to support mainly the vertical load from the girder, and can be resisted sufficiently with a smaller number of foundation piles than before.
(3)また、橋台に関しても、従来工法は、片持ち梁構造であるため、特に基礎杭との付け根部分の断面力が大きくなり、大きな橋台断面が必要となるが、本発明では橋台を多段の引張り補強材で支えることになり、断面力を小さくすることができるため従来のものよりも小さな断面でよいことになる。   (3) Also, with regard to the abutment, since the conventional method has a cantilever structure, the cross-sectional force of the base part with the foundation pile is particularly large, and a large abutment cross section is required. Therefore, the cross-sectional force can be reduced, so that a smaller cross-section than the conventional one is sufficient.
(4)上記に起因して、新設橋台を構築するための作業空間が少なくて済むことになり、掘削量も少なくでき、結果として桁長も従来工法に比べて短くできる。また、従来工法では橋台構築後の埋め戻しが必要となるが、本発明では、埋め戻しが不要であり、施工の手間も省くことができる。   (4) Due to the above, the work space for constructing the new abutment can be reduced, the amount of excavation can be reduced, and as a result, the girder length can be shortened as compared with the conventional method. Further, in the conventional construction method, backfilling after the construction of the abutment is required, but in the present invention, backfilling is not necessary, and the labor of construction can be saved.
橋梁改築に伴う橋台の構築工法において、(a)既設橋台の背面に土留め壁を打設し、(b)小段の掘削を行い、(c)掘削面の土留め壁に対して、引張り芯材が挿入された引張り補強材を打設し、(d)前記(b)、(c)の工程を繰り返し、所定の深さまで掘削するとともに、引張り補強材を打設し、(e)掘削によって空いたスペースに基礎杭を設置し、(f)引張り補強材、土留め壁と連結するように橋台コンクリートを打設することにより、新設橋台を構築し、(g)既設橋台の撤去を行い、(h)前記新設橋台へ新設桁を架ける。新橋梁は旧橋梁に比べて、その長さの増加を極力抑えるとともに、橋台の強度を堅牢にすることができる。   In the construction method of the abutment accompanying the bridge reconstruction, (a) a retaining wall is placed on the back of the existing abutment, (b) a small step is excavated, and (c) a tension core against the retaining wall on the excavated surface. (D) Repeating the steps (b) and (c), excavating to a predetermined depth and placing a tensile reinforcement, (e) Install a foundation pile in the vacant space, (f) construct a new abutment by placing abutment concrete so as to be connected to the tension reinforcement and retaining wall, (g) remove the existing abutment, (H) A new girder is built on the new abutment. Compared to the old bridge, the new bridge can suppress the increase in length as much as possible and make the strength of the abutment strong.
また、橋梁改築に伴う橋台構造物において、引張り補強材を有する土留め壁と、この土留め壁と一体化される基礎杭を有する橋台と、この橋台に架けられる桁とを備え、合理的に空間と費用の低減を図る。   In addition, the abutment structure accompanying the bridge reconstruction is equipped with a retaining wall having a tensile reinforcement, an abutment having a foundation pile integrated with the retaining wall, and a girder mounted on the abutment. Reduce space and cost.
以下、本発明の実施の形態について詳細に説明する。   Hereinafter, embodiments of the present invention will be described in detail.
まず、本発明の橋梁改築に伴う橋台の構築工法について説明する。   First, the construction method of the abutment accompanying the bridge reconstruction of this invention is demonstrated.
図1は本発明の工法の掘削時の状況を示す断面図、図2は本発明の工法の最終構築状況を示す断面図である。   FIG. 1 is a cross-sectional view showing a state during excavation of the construction method of the present invention, and FIG. 2 is a cross-sectional view showing a final construction state of the construction method of the present invention.
本発明によれば、まず始めに、図1に示すように、補強土工法で土留めを行い、その後、図2に示すように、それを抱き込むように橋台を打設するようにしている。   According to the present invention, first, as shown in FIG. 1, earth retaining is performed by a reinforced earth method, and then, as shown in FIG. 2, an abutment is placed so as to embrace it. .
以下、詳細に説明する。   Details will be described below.
(1)まず、桁3及び基礎杭1を有する旧橋台2の背面に(H鋼や鋼矢板、ソイルセメント壁などの)土留め壁4を打設し、
(2)その後、小段の掘削を行い、
(3)掘削面の土留め壁4に対して、引張り芯材が挿入された、ネイリング、マイクロパイリング、ダウアリングなどの引張り補強材5を打設する。
(1) First, a retaining wall 4 (such as H steel, steel sheet pile, soil cement wall) is placed on the back of the old abutment 2 having the girder 3 and the foundation pile 1.
(2) After that, drilling a small stage,
(3) A tensile reinforcing material 5 such as nailing, micro-piling, or douring, in which a tensile core material is inserted, is placed on the earth retaining wall 4 on the excavation surface.
(4)前記(2)、(3)の工程を繰り返し、所定の深さまで掘削するとともに、引張り補強材5を打設し、
(5)掘削によって空いたスペースに基礎杭6を設置し、
(6)引張り補強材5、土留め壁4と連結するように橋台コンクリートを打設することにより、新設橋台7を構築する。
(4) The steps (2) and (3) are repeated to excavate to a predetermined depth, and the tensile reinforcing material 5 is placed.
(5) Install the foundation pile 6 in the space vacated by excavation,
(6) A new abutment 7 is constructed by placing abutment concrete so as to be connected to the tensile reinforcement 5 and the retaining wall 4.
(7)その後、旧橋台2及びその基礎杭1の撤去を行い、
(8)新設橋台7へ桁8を架ける。
(7) After that, the old abutment 2 and its foundation pile 1 were removed,
(8) Build a girder 8 on the new abutment 7.
図3は本発明の工法によって構築された橋梁改築に伴う橋台構造物を示す断面図である。ここでは、引張り補強材として大径補強材(ダウアリング)を用いた橋台の例について説明する。   FIG. 3 is a cross-sectional view showing the abutment structure accompanying the bridge reconstruction constructed by the method of the present invention. Here, an example of an abutment using a large-diameter reinforcing material (dowling) as a tensile reinforcing material will be described.
この図に示すように、本発明の橋台構造物は、大径補強材11を有する土留め壁12と、この土留め壁12と一体化される基礎杭(H鋼)13を有する橋台14とを設け、この橋台14に桁15が架けられる。   As shown in this figure, an abutment structure according to the present invention includes a retaining wall 12 having a large-diameter reinforcing member 11 and an abutment 14 having a foundation pile (H steel) 13 integrated with the retaining wall 12. And a girder 15 is mounted on the abutment 14.
このように、大径補強材11を使用するとともに、仮土留め工を本設化し、土留め壁12と橋台14を一体化する。地震時には大径補強材11が土圧と橋台14,桁15の慣性力を分担することができる。   In this way, the large-diameter reinforcing material 11 is used, and the temporary earth retaining work is permanently installed, and the earth retaining wall 12 and the abutment 14 are integrated. In the event of an earthquake, the large-diameter reinforcing material 11 can share the earth pressure and the inertial force of the abutment 14 and the girder 15.
図4は本発明の橋台および比較例としての従来の橋台の静的非線形モデルのプッシュオーバー(過剰押圧)による解析結果を示す図である。   FIG. 4 is a diagram showing analysis results by pushover (excessive pressing) of a static nonlinear model of the abutment of the present invention and a conventional abutment as a comparative example.
この図において、●は従来の橋台(杭径1.6m)、□は本発明の大径補強材を用いた補強土橋台(補強長8m)、横軸は水平変位量(mm)、縦軸は水平震度Kh を示している。 In this figure, ● is a conventional abutment (pile diameter 1.6 m), □ is a reinforced earth abutment (reinforcing length 8 m) using the large diameter reinforcing material of the present invention, the horizontal axis is the horizontal displacement (mm), the vertical axis shows the horizontal seismic coefficient K h.
この図より、従来の橋台と比較すると、本発明の補強土橋台は、水平変位量が小さく、かつ高い水平震度に耐えることがわかる。つまり、かかる補強土橋台はレベル2(大規模地震)の地震動に対しても、十分な変形性能を有しており、補強長を長くすれば、更に高い耐震性が得られる。   From this figure, it can be seen that the reinforced earth abutment of the present invention has a small horizontal displacement and can withstand a high horizontal seismic intensity as compared with the conventional abutment. In other words, such a reinforced earth abutment has sufficient deformation performance against level 2 (large-scale earthquake) ground motion, and if the reinforcement length is increased, higher earthquake resistance can be obtained.
また、埋戻しや基礎杭が少なくて済むため、施工性、経済性に優れている。   In addition, because it requires less backfill and foundation piles, it is excellent in workability and economy.
以上から、本発明の補強土橋台は、性能が良好であることが分かる。   From the above, it can be seen that the reinforced earth abutment of the present invention has good performance.
振動試験機を使用し、阪神淡路大震災時の地震波である700galの加振を行った結果、本発明にかかる補強土橋台では殆ど変形しなかったが、従来の橋台では、400galで大きな変形が生じた。   As a result of performing vibration of 700 gal which is a seismic wave at the time of the Great Hanshin-Awaji Earthquake using a vibration testing machine, the reinforced earth abutment according to the present invention hardly deformed, but the conventional abutment caused a large deformation at 400 gal. It was.
このように、補強橋台工法は、既設橋台の背面に設置する仮土留め工を本設化し、その土留め工に土圧を負担させることができ、橋台が土圧を殆ど負担しないため、橋台と基礎杭の大幅なスリム化を図ることができる。   In this way, the reinforced abutment method allows the temporary earth retaining work to be installed on the back of the existing abutment to be permanently installed, and the earth pressure can be borne by the earth retaining work. And the foundation pile can be greatly slimmed.
本発明の工法と従来工法を比較した場合の特徴は、以下の通りである。   The characteristics when the method of the present invention and the conventional method are compared are as follows.
(1)従来工法では、グラウンドアンカー等を有する土留め壁は、あくまでも施工中だけの安定を確保するための仮設体であり、橋台完成後の効果は期待されていない。これに対して、本発明の工法では、橋台を補強土土留め工と一体化させることにより、仮設中に使用した補強土土留め工を本体の一部として使用するため、恒久的なものとすることができ合理的である。   (1) In the conventional construction method, the retaining wall having a ground anchor or the like is a temporary body for ensuring stability only during construction, and an effect after completion of the abutment is not expected. On the other hand, in the construction method of the present invention, by integrating the abutment with the reinforcing earth retaining work, the reinforcing earth retaining work used during the temporary construction is used as a part of the main body. Can be reasonable.
(2)従来橋台は、地震時慣性力や土圧等の水平荷重に対して基礎杭の曲げ剛性で抵抗する構造であるため大きな基礎杭が必要となるが、本発明では、水平荷重に対しては引張り補強材で効果的に抵抗できることになるため、基礎杭は主として桁からの鉛直荷重だけを支えればよいことになり、従来に比べて少数の基礎杭で十分に抵抗できる。   (2) The conventional abutment requires a large foundation pile because it has a structure that resists the bending load rigidity of the foundation pile against a horizontal load such as an inertial force or earth pressure during an earthquake. Therefore, the foundation pile only needs to support mainly the vertical load from the girder, and can be resisted sufficiently with a smaller number of foundation piles than before.
(3)また、橋台に関しても、従来工法は、片持ち梁構造であるため、特に基礎との付け根部分の断面力が大きくなり、大きな断面の橋台が必要となるが、本発明では橋台を多段の補強材で支えることになり、断面力を小さくすることができるため従来のものより小さな断面でよいことになる。   (3) Also, with regard to the abutment, since the conventional construction method has a cantilever structure, the cross-sectional force at the base of the foundation is particularly large, and a large abutment is required. Therefore, the cross-sectional force can be reduced, so that a smaller cross-section than the conventional one is sufficient.
(4)上記に起因して、新設橋台を構築するための作業空間が少なくて済むことになり、結果として桁長も従来工法に比べて短くできる。また、従来工法では橋台構築後の埋め戻しが必要となるが、本発明の工法では、埋め戻しが不要であり、施工の手間も省ける。   (4) Due to the above, a work space for constructing a new abutment can be reduced, and as a result, the girder length can be shortened as compared with the conventional method. Further, in the conventional method, backfilling after the construction of the abutment is necessary, but in the method of the present invention, backfilling is unnecessary, and the labor of construction can be saved.
なお、本発明は上記実施例に限定されるものではなく、本発明の趣旨に基づいて種々の変形が可能であり、これらを本発明の範囲から排除するものではない。   In addition, this invention is not limited to the said Example, A various deformation | transformation is possible based on the meaning of this invention, and these are not excluded from the scope of the present invention.
本発明は、既設架道橋などの改築において、その工法およびその橋台構造物に適している。   The present invention is suitable for the construction method and the abutment structure in the reconstruction of an existing road bridge.
本発明の工法の掘削時の状況を示す断面図である。It is sectional drawing which shows the condition at the time of excavation of the construction method of this invention. 本発明の工法の最終構築状況を示す断面図である。It is sectional drawing which shows the final construction condition of the construction method of this invention. 本発明の工法によって構築された橋梁改築に伴う橋台構造物を示す断面図である。It is sectional drawing which shows the abutment structure accompanying the bridge reconstruction constructed | assembled by the construction method of this invention. 本発明の橋台および比較例としての従来の橋台の静的非線形モデルのプッシュオーバー(過剰押圧)による解析結果を示す図である。It is a figure which shows the analysis result by the pushover (excessive pressing) of the static nonlinear model of the abutment of this invention and the conventional abutment as a comparative example. 従来の橋梁改築に伴う橋台の構築工法の説明図である。It is explanatory drawing of the construction method of the abutment accompanying the conventional bridge reconstruction. 従来の橋梁改築に伴う橋台の構築工法の詳細な工程図(その1)である。It is the detailed process drawing (the 1) of the construction method of the abutment accompanying the conventional bridge reconstruction. 従来の橋梁改築に伴う橋台の構築工法の詳細な工程図(その2)である。It is the detailed process drawing (the 2) of the construction method of the abutment accompanying the conventional bridge reconstruction.
符号の説明Explanation of symbols
1,6 基礎杭
2 旧橋台
3,8,15 桁
4,12 土留め壁
5 引張り補強材
7 新設橋台
11 大径補強材
13 基礎杭(H鋼)
14 橋台
1,6 Foundation pile 2 Old abutment 3,8,15 Girder 4,12 Earth retaining wall 5 Tensile reinforcement 7 New abutment 11 Large diameter reinforcement 13 Foundation pile (H steel)
14 Abutment

Claims (4)

  1. (a)既設橋台の背面に土留め壁を打設し、
    (b)小段の掘削を行い、
    (c)掘削面の土留め壁に対して、引張り芯材が挿入された引張り補強材を打設し、
    (d)前記(b)、(c)の工程を繰り返し、所定の深さまで掘削するとともに、引張り補強材を打設し、
    (e)掘削によって空いたスペースに基礎杭を設置し、
    (f)引張り補強材、土留め壁と連結するように橋台コンクリートを打設することにより、新設橋台を構築し、
    (g)既設橋台の撤去を行い、
    (h)前記新設橋台へ新設桁を架けることを特徴とする橋梁改築に伴う橋台の構築工法。
    (A) Placing a retaining wall on the back of the existing abutment,
    (B) Excavate the small stage,
    (C) Placing a tensile reinforcement with a tensile core inserted into the earth retaining wall of the excavation surface;
    (D) The steps (b) and (c) are repeated to excavate to a predetermined depth, and a tensile reinforcement is placed.
    (E) Install foundation piles in the space vacated by excavation,
    (F) Build a new abutment by placing abutment concrete so as to be connected to the tensile reinforcement and retaining wall,
    (G) Remove existing abutments,
    (H) A method for constructing an abutment associated with the reconstruction of the bridge, wherein a new girder is built on the new abutment.
  2. 請求項1記載の橋梁改築に伴う橋台の構築工法において、前記掘削によるスペースを狭くすることを特徴とする橋梁改築に伴う橋台の構築工法。   The construction method of an abutment accompanying bridge reconstruction according to claim 1, wherein a space for the excavation is narrowed.
  3. 請求項1記載の橋梁改築に伴う橋台の構築工法において、前記基礎杭は本数を低減し、主として桁からの鉛直荷重だけを支えることを特徴とする橋梁改築に伴う橋台の構築工法。   The construction method of an abutment accompanying bridge reconstruction according to claim 1, wherein the foundation pile is reduced in number and mainly supports only a vertical load from a girder.
  4. (a)引張り補強材を有する土留め壁と、
    (b)該土留め壁と一体化され、基礎杭を有する橋台と、
    (c)該橋台に架けられる桁とを具備することを特徴とする橋梁改築に伴う橋台構造物。
    (A) a retaining wall having a tensile reinforcement;
    (B) an abutment integrated with the earth retaining wall and having a foundation pile;
    (C) An abutment structure accompanying bridge reconstruction, comprising a girder that is hung on the abutment.
JP2003300152A 2003-08-25 2003-08-25 Construction method of abutment accompanying bridge reconstruction Expired - Fee Related JP4167149B2 (en)

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JP2007321452A (en) * 2006-06-01 2007-12-13 Railway Technical Res Inst Construction method for bridge and bridge structure thereof
JP2010053644A (en) * 2008-08-29 2010-03-11 Kajima Corp Abutment and method for reinforcing fill provided on backside of the same
JP2011012492A (en) * 2009-07-03 2011-01-20 Tokyu Construction Co Ltd Method for reinforcing abutment and bridge girder
JP2011012493A (en) * 2009-07-03 2011-01-20 Tokyu Construction Co Ltd Method for reinforcing abutment and bridge girder
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CN102900026A (en) * 2012-11-01 2013-01-30 济南城建集团有限公司 Construction method for protecting bridge surface by reinforcing elevated bridge foundation at tunnel excavation section
JP2013204362A (en) * 2012-03-29 2013-10-07 Nippon Expressway Research Institute Co Ltd Abutment section breast wall improvement method
JP2015055082A (en) * 2013-09-11 2015-03-23 公益財団法人鉄道総合技術研究所 Earthquake strengthening method for bridge abutment by earth pressure reduction
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JP2007321452A (en) * 2006-06-01 2007-12-13 Railway Technical Res Inst Construction method for bridge and bridge structure thereof
JP2010053644A (en) * 2008-08-29 2010-03-11 Kajima Corp Abutment and method for reinforcing fill provided on backside of the same
JP2011012492A (en) * 2009-07-03 2011-01-20 Tokyu Construction Co Ltd Method for reinforcing abutment and bridge girder
JP2011012493A (en) * 2009-07-03 2011-01-20 Tokyu Construction Co Ltd Method for reinforcing abutment and bridge girder
CN102409623A (en) * 2011-09-05 2012-04-11 山东中宏路桥建设有限公司 Floating bridge removing method
JP2013204362A (en) * 2012-03-29 2013-10-07 Nippon Expressway Research Institute Co Ltd Abutment section breast wall improvement method
CN102900026A (en) * 2012-11-01 2013-01-30 济南城建集团有限公司 Construction method for protecting bridge surface by reinforcing elevated bridge foundation at tunnel excavation section
JP2015055082A (en) * 2013-09-11 2015-03-23 公益財団法人鉄道総合技術研究所 Earthquake strengthening method for bridge abutment by earth pressure reduction
JP2015055083A (en) * 2013-09-11 2015-03-23 公益財団法人鉄道総合技術研究所 Earthquake strengthening method for oblique angle bridge abutment by earth pressure reduction

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