JP2007231593A - Bridge - Google Patents

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JP2007231593A
JP2007231593A JP2006053961A JP2006053961A JP2007231593A JP 2007231593 A JP2007231593 A JP 2007231593A JP 2006053961 A JP2006053961 A JP 2006053961A JP 2006053961 A JP2006053961 A JP 2006053961A JP 2007231593 A JP2007231593 A JP 2007231593A
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bridge
girder
pier
foundation
supported
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JP4945151B2 (en
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Yoshisuke Kamiya
義介 上谷
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Fukuda Corp
Yoshisuke Kamiya
義介 上谷
株式会社福田組
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<P>PROBLEM TO BE SOLVED: To provide a bridge which sets up a rigid structure at a low cost, is extremely stable, and excellent in durability. <P>SOLUTION: The bridge is constructed of foundations 1, piers 2 erected on the respective foundations 1, and an upper girder 3 borne by the piers 2. Each pier 2 exhibits an almost V-shaped body 4 in side view, which is set up by connecting between lower ends of a pair of columnar or platy bodies, and mutually opposed upper ends 2a of each pier 2, are connected to the upper girder 3, whereby the upper girder 3, and the piers 2 form an inverted triangular structure. The lower end 2b of the pier 2 is borne on the foundation 1 via a brake support device 5 for damping horizontal rocking. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

本発明は、橋梁に関するものである。   The present invention relates to a bridge.
従来の耐震橋梁は、図1に図示したように、基礎杭35と橋座体たるフーチング36とから成る基礎31と、該基礎31上に略垂直に立設される複数の柱状の橋脚32と、該橋脚32の上端部に連結支承される上桁33とから成り、橋脚32と上桁33との間には制動支持装置34(例えば積層ゴム)が介存せしめられる構成が一般的である。   As shown in FIG. 1, a conventional earthquake-resistant bridge includes a foundation 31 composed of a foundation pile 35 and a footing 36 serving as a bridge seat, and a plurality of columnar bridge piers 32 erected substantially vertically on the foundation 31. The upper girder 33 is connected to and supported by the upper end of the bridge pier 32, and the brake support device 34 (for example, laminated rubber) is generally interposed between the pier 32 and the upper girder 33. .
ところで、上記従来の橋梁は、基礎31上に略垂直に立設される橋脚32により上桁33を支承していることから、上桁33の橋脚32により支承される支点間の距離A’が長くなるため、上桁断面を大きくして強度を保つ必要があり、上桁33が重くなってしまう(即ち、上桁33に余分な耐力が要求されてしまう。)。そのため、以下のような問題が生じている。   By the way, in the conventional bridge, the upper girder 33 is supported by the pier 32 erected substantially vertically on the foundation 31, and therefore the distance A ′ between the fulcrum supported by the pier 32 of the upper girder 33 is Since it becomes long, it is necessary to enlarge the cross section of the upper girder to maintain the strength, and the upper girder 33 becomes heavy (that is, the upper girder 33 is required to have extra strength). Therefore, the following problems have arisen.
(1)重い上桁33を支承するため、橋脚32の強度も大きくする必要があり、橋脚32の必要断面が大きくなる。即ち、橋脚32が重くなる。   (1) In order to support the heavy upper girder 33, it is necessary to increase the strength of the pier 32, and the necessary cross section of the pier 32 is increased. That is, the pier 32 becomes heavy.
(2)上桁33・橋脚32が重くなるため、鉛直荷重が大きくなり、上桁33・橋脚32を受ける制動支持装置34や基礎31の必要断面も大きくなる。   (2) Since the upper girder 33 and the pier 32 are heavier, the vertical load is increased, and the required cross section of the brake support device 34 and the foundation 31 that receives the upper girder 33 and the pier 32 is also increased.
(3)そのため、全ての部材の必要断面が大きくなって重量化し、地震等による揺れの慣性力が大きくなってしまう(特に、上桁33が重い場合は、基礎31への転倒モーメントが大きく作用する。)。   (3) As a result, the necessary cross-sections of all members become large and heavy, and the inertial force of shaking due to earthquakes and the like increases (especially, when the upper girder 33 is heavy, the overturning moment to the foundation 31 is greatly affected. To do.)
(4)特に、基礎31の必要断面の増加は、施工時の地面掘削面積を大規模化し、交通阻害・工事長期化を招く原因となる。   (4) In particular, the increase in the required cross-section of the foundation 31 increases the ground excavation area during construction, causing traffic obstruction and prolonged construction.
本発明は、上述のような問題点を解決したもので、強固な構造をコスト安で実現可能な極めて安定的で耐久性に秀れた橋梁を提供するものである。   The present invention solves the above-described problems, and provides an extremely stable and excellent bridge capable of realizing a strong structure at low cost.
添付図面を参照して本発明の要旨を説明する。   The gist of the present invention will be described with reference to the accompanying drawings.
基礎1と、該基礎1上に立設される橋脚2と、該橋脚2によって支持される上桁3とから成る橋梁であって、前記橋脚2は、一対の柱状体若しくは板状体の下端部同士を連結して成る側面視略V字状体4から成り、この橋脚2の対向する上端部2aと前記上桁3とは夫々連結されて該上桁3と該橋脚2とで逆三角形状構造体が形成されており、前記橋脚2の下端部2bは前記基礎1により水平揺動を減衰させる制動支持装置5を介して支承されていることを特徴とする橋梁に係るものである。   A bridge composed of a foundation 1, a bridge pier 2 standing on the foundation 1, and an upper girder 3 supported by the bridge pier 2. The bridge pier 2 is a lower end of a pair of columnar bodies or plate-like bodies. The upper end 2a and the upper girder 3 which are opposed to each other are connected to each other so that the upper girder 3 and the bridge pier 2 are inverted triangles. A shape structure is formed, and the lower end portion 2b of the bridge pier 2 is supported by the foundation 1 via a brake support device 5 that attenuates horizontal swinging.
また、請求項1記載の橋梁において、前記橋脚2は、前記側面視略V字状体4を橋軸aと直交する方向に複数並設して構成されていることを特徴とする橋梁に係るものである。   The bridge according to claim 1, wherein the bridge pier 2 is configured by arranging a plurality of the substantially V-shaped bodies 4 in a side view in a direction perpendicular to the bridge axis a. Is.
また、請求項2記載の橋梁において、橋軸aと直交する方向に複数並設した前記側面視略V字状体4同士は夫々横繋材6で連結されていることを特徴とする橋梁に係るものである。   The bridge according to claim 2, wherein a plurality of the substantially V-shaped bodies 4 arranged side by side in a direction orthogonal to the bridge axis a are connected to each other by a laterally connecting member 6. It is concerned.
また、請求項1〜3いずれか1項に記載の橋梁において、前記橋脚2は、橋軸aと直交する方向において下端側程幅広となるように設定されていることを特徴とする橋梁に係るものである。   The bridge according to any one of claims 1 to 3, wherein the bridge pier 2 is set to be wider toward the lower end side in a direction orthogonal to the bridge axis a. Is.
また、請求項1〜4いずれか1項に記載の橋梁において、前記基礎1は、基礎杭7若しくは橋座体8から成ることを特徴とする橋梁に係るものである。   The bridge according to any one of claims 1 to 4, wherein the foundation 1 is composed of a foundation pile 7 or a bridge seat 8 and is related to the bridge.
また、請求項1〜5いずれか1項に記載の橋梁において、前記上桁3は、前記橋脚2の上端部2aと連結される中間桁9と、この中間桁9の両側若しくは片側に設けられる翼桁10とから成ることを特徴とする橋梁に係るものである。   Further, in the bridge according to any one of claims 1 to 5, the upper girder 3 is provided on an intermediate girder 9 connected to the upper end portion 2a of the pier 2 and both sides or one side of the intermediate girder 9. The present invention relates to a bridge characterized by comprising a wing girder 10.
また、請求項1〜6いずれか1項に記載の橋梁において、前記制動支持装置5は基礎1上面と橋脚2の下端部との間に摩擦抵抗を生ぜしめて制動するものであることを特徴とする橋梁に係るものである。   The bridge according to any one of claims 1 to 6, wherein the braking support device 5 brakes by generating frictional resistance between the upper surface of the foundation 1 and the lower end of the pier 2. This is related to the bridge.
また、請求項7記載の橋梁において、前記翼桁10は、水平揺動を減衰させる制動支持装置5’を介して支承されていることを特徴とする橋梁に係るものである。   The bridge according to claim 7, wherein the wing girder 10 is supported by a braking support device 5 'that attenuates horizontal swing.
また、請求項8記載の橋梁において、前記制動支持装置5’は基礎1上面と翼桁10の下端部との間に摩擦抵抗を生ぜしめて制動するものであることを特徴とする橋梁に係るものである。   9. The bridge according to claim 8, wherein the braking support device 5 'brakes by generating frictional resistance between the upper surface of the foundation 1 and the lower end of the blade girder 10. It is.
また、請求項1〜9いずれか1項に記載の橋梁において、前記制動支持装置5は復元機能を有するものであることを特徴とする橋梁に係るものである。   The bridge according to any one of claims 1 to 9, wherein the braking support device 5 has a restoring function.
また、請求項1〜10いずれか1項に記載の橋梁において、前記一対の柱状体若しくは板状体及び前記上桁3は着脱自在に連結されていることを特徴とする橋梁に係るものである。   The bridge according to any one of claims 1 to 10, wherein the pair of columnar bodies or plate bodies and the upper girder 3 are detachably connected to each other. .
本発明は上述のように構成したから、上桁を支持する支点間の距離を短くすることができ、そのため、上桁の軽量化が達成され、それだけ基礎に作用する転倒モーメントを小さくすることが可能となる。しかも、上桁・橋脚の必要断面を小さくしてそれだけ各部材の軽量化が図れ、更に、橋脚と上桁とで逆三角形構造体を構成することで、上方ほど全体剛性が大きくなって地震による揺れが上桁に伝わりにくくなり、地震等の揺れを安定的に軽減可能な極めて耐久性に秀れた橋梁となる。   Since the present invention is configured as described above, the distance between the fulcrum supporting the upper girder can be shortened, so that the weight of the upper girder can be reduced and the overturning moment acting on the foundation can be reduced accordingly. It becomes possible. In addition, the necessary cross-section of the upper girder and pier can be reduced, and the weight of each member can be reduced accordingly. In addition, by constructing an inverted triangular structure with the pier and upper girder, the overall rigidity increases as it goes upward, resulting from an earthquake. The vibration is difficult to be transmitted to the upper girder, and it is an extremely durable bridge that can stably reduce shaking such as an earthquake.
好適と考える本発明の実施形態を、図面に基づいて本発明の作用を示して簡単に説明する。   An embodiment of the present invention which is considered to be suitable will be briefly described with reference to the drawings showing the operation of the present invention.
側面視略V字状の橋脚2の対向する上端部2aに夫々上桁3を連結して支持するため、それだけ支点間の距離Aが短くなる。従って、上桁3の断面を大きくする必要なく必要な強度を確保でき、上桁3の軽量化を図ることが可能となる。   Since the upper girder 3 is connected to and supported by the upper ends 2a of the bridge piers 2 that are substantially V-shaped in side view, the distance A between the fulcrums is shortened accordingly. Therefore, the required strength can be ensured without increasing the cross section of the upper girder 3, and the upper girder 3 can be reduced in weight.
そのため、上桁3を支持する橋脚2や基礎1の必要断面も小さくすることが可能となり、橋脚2及び基礎1の軽量化・コンパクト化を図れることになる。   Therefore, the necessary cross sections of the pier 2 and the foundation 1 that support the upper girder 3 can be reduced, and the weight and size of the pier 2 and the foundation 1 can be reduced.
また、橋脚2と基礎1との間の制動支持装置5により、地震時の水平力等が相互に伝わらない構造となるのは勿論、上述のように各部材の軽量化を図れるため、地震の慣性力はそれだけ小さくなり、安定的に揺れを軽減できることになる。   In addition, the braking support device 5 between the pier 2 and the foundation 1 has a structure in which horizontal forces and the like at the time of an earthquake are not transmitted to each other, and the weight of each member can be reduced as described above. The inertia force is reduced accordingly, and the vibration can be stably reduced.
更に、橋脚2の対向する上端部2aが2点で上桁3と夫々連結して上桁3を支持すると共に、基礎1とは1点で連結されて支持されるから、橋脚2と上桁3とで、外力に対して非常に強固で安定的な逆三角形構造体を実現できることになり、軽量且つコンパクトな構造でありながら高強度を発揮できることになる。   Further, the upper end 2a facing each other of the pier 2 is connected to the upper girder 3 at two points to support the upper girder 3 and is connected to and supported by the base 1 at one point. 3, it is possible to realize an inverted triangular structure that is extremely strong and stable against external force, and can exhibit high strength while having a lightweight and compact structure.
また、上述のように橋脚2は上桁3と2点で連結されるにもかかわらず、基礎1とは1点で連結されるから、従来に比し基礎の施工箇所を削減でき、施工がよりコスト安に且つ短期間で行えることになり、強固な構造をコスト安に実現可能となる。   Moreover, since the pier 2 is connected to the upper girder 3 at two points as described above, it is connected to the foundation 1 at one point. This can be done at a lower cost and in a shorter period of time, and a strong structure can be realized at a lower cost.
本発明の具体的な実施例について図2〜5に基づいて説明する。   Specific embodiments of the present invention will be described with reference to FIGS.
本実施例は、基礎1と、該基礎1上に立設される橋脚2と、該橋脚2によって支持される上桁3とから成る橋梁であって、前記橋脚2は、一対の柱状体の下端部同士を連結して成る側面視略V字状体4から成り、この橋脚2の対向する上端部2aと前記上桁3とは夫々連結されて該上桁3と該橋脚2とで逆三角形状構造体が形成されており、前記橋脚2の下端部2bは前記基礎1により水平揺動を減衰させる制動支持装置5を介して支承されているものである。   The present embodiment is a bridge comprising a foundation 1, a bridge pier 2 standing on the foundation 1, and an upper girder 3 supported by the bridge pier 2. The bridge pier 2 is a pair of columnar bodies. The upper end 2a and the upper girder 3 of the bridge pier 2 are connected to each other so that the upper girder 3 and the bridge pier 2 are reversed. A triangular structure is formed, and the lower end 2b of the pier 2 is supported by the foundation 1 via a braking support device 5 that attenuates horizontal swing.
各部を具体的に説明する。   Each part will be specifically described.
基礎1は、図2に図示したように地面11に埋設されるコンクリート製の基礎杭7と、この基礎杭7上に該基礎杭7の杭頭と剛結合状態で設けられるコンクリート製の橋座体8とで構成されている。尚、この基礎杭7と橋座体8との結合は剛結合に限らず、スライド式結合等でも良い。   As shown in FIG. 2, the foundation 1 is a concrete foundation pile 7 embedded in the ground 11, and a concrete bridge seat provided on the foundation pile 7 in a rigidly coupled state with the pile head of the foundation pile 7. It consists of a body 8. In addition, the coupling | bonding of this foundation pile 7 and the bridge seat body 8 is not restricted to a rigid coupling, A sliding type coupling | bonding etc. may be sufficient.
また、橋座体8とは、制動支持装置5のような支承体の受台であって、地盤中に一部を必ず入れるフーチングを含む構造体をいう。尚、橋座体8は、基礎杭7で支えられ地上に全体が露出する構成でも良い。   The bridge seat body 8 is a support body for a support body such as the brake support device 5 and includes a structure including a footing that always puts a part in the ground. In addition, the structure by which the bridge seat body 8 is supported by the foundation pile 7 and the whole is exposed on the ground may be sufficient.
ところで、図1に図示したような従来構造では、基礎杭35の本数を多くしてしかも大断面積を有する橋座体たるフーチング36を施工する必要があったが、本実施例においては、橋脚2及び上桁3を軽量化でき、基礎1に作用する転倒モーメントを小さくできるため、基礎杭7の本数を減らすことができ、また、断面も従来より小さくすることができる。更に、橋座体8(フーチング)を減らすこともできる。従って、地面の掘削等が必要最小限で済み、極めて施工が容易となる。   By the way, in the conventional structure as shown in FIG. 1, it is necessary to increase the number of foundation piles 35 and to construct the footing 36 which is a bridge seat body having a large cross-sectional area. Since 2 and the upper girder 3 can be reduced in weight and the falling moment acting on the foundation 1 can be reduced, the number of foundation piles 7 can be reduced, and the cross section can be made smaller than before. Furthermore, the bridge seat body 8 (footing) can be reduced. Therefore, ground excavation and the like are required and the construction is extremely easy.
本実施例においては、基礎杭7と橋座体8とから成る構造を採用しているが、基礎杭7のみや橋座体8のみの構成としても良い。この場合、それだけ施工が容易となる。   In the present embodiment, a structure composed of the foundation pile 7 and the bridge seat body 8 is adopted, but a configuration of only the foundation pile 7 or only the bridge seat body 8 may be adopted. In this case, the construction becomes easier.
例えば、基礎杭7のみの構成は、水上などに設ける場合(水上に杭頭を出して活用する場合)や、軟弱地盤等で適用できる。この際、杭頭を鋼材で連結しても良い。また、基礎杭7はコンクリート製に限らず、鋼管杭等を用いても良い。また、橋座体8のみの構成は、比較的良好な地盤(固い地盤)で適用できる(所謂地盤のみで支持されるフーチング。)。   For example, the structure of only the foundation pile 7 can be applied to the case where it is provided on the water or the like (when the pile head is put out on the water for use), soft ground, or the like. At this time, the pile heads may be connected with a steel material. Further, the foundation pile 7 is not limited to concrete, and a steel pipe pile or the like may be used. Moreover, the structure of only the bridge seat body 8 can be applied to a relatively good ground (hard ground) (a footing supported only by a so-called ground).
尚、橋座体8はコンクリート製に限らず、他の材質で形成したものでも良い。また、地面11に完全に埋設された構成としても良い。   The bridge body 8 is not limited to concrete but may be formed of other materials. Further, it may be configured to be completely embedded in the ground 11.
橋脚2は、図3,図4に図示したようなコンクリート製の柱状体の下端部同士を連結して成る側面視略V字状体4を橋軸aと直交する方向(橋幅方向)に2つ並設して構成されている。この側面視略V字状体4は、その上端部同士及び下端部同士が柱状の横繋材6により夫々連結されている。   The bridge pier 2 has a substantially V-shaped body 4 formed by connecting lower ends of concrete columnar bodies as shown in FIGS. 3 and 4 in a direction (bridge width direction) perpendicular to the bridge axis a. Two are arranged side by side. In the side view substantially V-shaped body 4, the upper end portions and the lower end portions thereof are connected to each other by columnar horizontal connecting members 6.
従って、橋幅に近い幅の板状体を斜材として用いる必要がなく、それだけ軽量化を図れると共に、部材間に空間ができ、開放されたデザインを形成できることになる。また、各部材で極端に大きさが異なることがなく、橋脚2の形成が工程上のネックとなり難いため、プレキャスト化し易くなる。   Therefore, it is not necessary to use a plate-like body having a width close to the bridge width as an oblique member, so that the weight can be reduced and a space can be formed between the members, so that an open design can be formed. In addition, each member does not have an extremely different size, and formation of the pier 2 is unlikely to become a bottleneck in the process, so that precasting is easily performed.
また、横繋材6により側面視略V字状体4同士を強固に連結でき、上桁3と側面視略V字状体4とから成る逆三角形状構造体を強固に一体化できることになる。更に、側面視略V字状体4の下端部同士を連結する横繋材6により基礎1との間に制動支持装置5を複数配置することが容易となる。   Further, the lateral connection member 6 can firmly connect the substantially V-shaped bodies 4 in the side view, and the inverted triangular structure composed of the upper girder 3 and the substantially V-shaped body 4 in the side view can be firmly integrated. . Furthermore, it becomes easy to arrange a plurality of braking support devices 5 between the foundations 1 by means of the horizontal connecting members 6 that connect the lower ends of the substantially V-shaped bodies 4 in side view.
また、橋脚2は、図5に図示したように橋軸aと直交する方向において、前記側面視略V字状体4の上端側の幅を下端側の幅より小さくなるように、夫々上端側を内側に傾斜させることで下端側程幅広となるように設定しても良い。この場合、橋軸aと直交する方向の揺れによる転倒モーメントを良好に受けることができ、水平方向に揺動する制動支持装置5を橋脚2の下端部2aに設けたことによるデメリットを解消できる。更に、下端側を幅広とすることで応力分散ができ、橋座体8の厚みをそれだけ薄くすることができる。尚、側面視略V字状体4を、例えば一方は垂直に基礎上に立設し、他方の上端部だけを一方側に傾斜させる構成としても良い。   In addition, the pier 2 has an upper end side so that the width of the upper end side of the substantially V-shaped body 4 in the side view is smaller than the width of the lower end side in the direction orthogonal to the bridge axis a as shown in FIG. You may set so that it may become wider toward the lower end side by inclining inward. In this case, the overturning moment due to the swing in the direction orthogonal to the bridge axis a can be satisfactorily received, and the demerits caused by providing the brake support device 5 swinging in the horizontal direction at the lower end 2a of the bridge pier 2 can be eliminated. Furthermore, by making the lower end side wide, stress can be dispersed, and the thickness of the bridge seat body 8 can be reduced accordingly. The substantially V-shaped body 4 in side view may be configured such that, for example, one is vertically erected on the foundation and only the other upper end is inclined to one side.
橋脚2は、前記橋座体8上に制動支持装置5としてのゴム板と鋼板とを交互に積層して成る積層ゴムを介して設けられている。この制動支持装置5により、地震時に発生する水平力や温度差による桁伸縮等に対して抗力を発生せずに対応でき、各構造に余分な荷重を発生させることを阻止できる。   The bridge pier 2 is provided on the bridge seat body 8 through laminated rubber formed by alternately laminating rubber plates and steel plates as the braking support device 5. With this braking support device 5, it is possible to cope with horizontal force generated at the time of an earthquake or expansion / contraction of a girder due to a temperature difference without generating a drag, and it is possible to prevent an extra load from being generated in each structure.
特に、地面からわずかに露出した橋座体8上に制動支持装置5を設けることで、制動支持装置5を上桁3と橋脚2との間に設けた場合に比し、基礎1から制動支持装置5までの距離がそれだけ短くなり、地震時水平力の作用に伴い基礎1に作用する転倒モーメントの影響が極めて小さくなる。従って、基礎1の設計がこの転倒モーメントにより支配されることがなく、基礎杭7と橋座体8とから成る簡易構成で実現でき、構造の単純化と低コスト化に加え、施工時の路上掘削面積の低減や交通阻害の阻止、工期短縮等の効果が発揮されることになる。   In particular, by providing the brake support device 5 on the bridge seat body 8 slightly exposed from the ground, the brake support device 5 is supported from the foundation 1 as compared with the case where the brake support device 5 is provided between the upper girder 3 and the bridge pier 2. The distance to the device 5 is shortened accordingly, and the influence of the overturning moment acting on the foundation 1 with the action of the horizontal force during the earthquake becomes extremely small. Therefore, the design of the foundation 1 is not governed by this overturning moment, and can be realized with a simple configuration consisting of the foundation pile 7 and the bridge seat body 8. In addition to simplification of the structure and cost reduction, Effects such as reduction of excavation area, prevention of traffic obstruction, and shortening of construction period will be exhibited.
尚、本実施例において制動支持装置とは、鉛直荷重を支持し且つ水平方向に揺動可能でありながら、その揺動を減衰させる機能を有するものをいう。   In the present embodiment, the braking support device means a device that has a function of damping a swing while supporting a vertical load and swinging in a horizontal direction.
また、本実施例においては、制動支持装置5としては揺動・減衰・復元機能を同一装置で得られる鉛を添加した積層ゴムが採用されているが、上記鉛直荷重を支持し且つ水平方向に揺動可能でありながら、その揺動を減衰させる機能を有する構成であれば、転がり式(例えば、中央を低くすることで傾斜により減衰・復元できるもの。)やスライド式(例えば、底面の摩擦抵抗で減衰のみさせるもの、また、側面等に油圧ダンパーを設けて減衰・復元できるもの)等、他の構成を採用しても良い。   In the present embodiment, as the braking support device 5, a laminated rubber to which lead obtained by the same device having the swinging, damping, and restoring functions is adopted, but the vertical load is supported and horizontally applied. If it is a structure that can swing, but has a function to attenuate the swing, it can be a rolling type (for example, it can be attenuated and restored by tilting by lowering the center) or a sliding type (for example, friction on the bottom surface). Other configurations such as one that only attenuates by resistance, or one that can be attenuated / restored by providing a hydraulic damper on the side surface or the like may be adopted.
特に摩擦抵抗で制動する場合は、極めて簡便で安価な制動支持装置を構成できる。例えば、基礎上面と橋脚の下端部とで(コンクリート部材同士の間に生じる摩擦抵抗を利用した)制動支持装置としても良いし、基礎上面と橋脚の下端部にプレートを貼り付けるなどして材質を変えて制動装置としてもよい。好適な材質としては、コンコクリート、鉄(特にステンレスがよい)、樹脂、セラミックス等があげられる。摩擦抵抗が小さいと、中小程度の地震や風等の水平力により常時揺動することになり橋梁が不安定になる。また、摩擦抵抗が大きすぎると、大地震が発生したときに動きを止める阻害要因となる。これらを考慮して適宜な摩擦抵抗を決定する。適宜な摩擦抵抗は、接触面積や材質を変えたり、また、接触面に凹凸をつけたりすることで得られる。尚、摩擦抵抗で制動する場合、揺動して基礎面から外れないように適宜な箇所にストッパーを設けるとよい。   In particular, when braking with frictional resistance, a very simple and inexpensive braking support device can be configured. For example, it may be a braking support device (using frictional resistance generated between concrete members) between the upper surface of the foundation and the lower end of the pier, or the material may be made by attaching a plate to the upper surface of the foundation and the lower end of the pier. It is good also as a braking device by changing. Suitable materials include concocrete, iron (especially stainless steel is preferable), resin, ceramics and the like. If the frictional resistance is small, the bridge will become unstable due to the rocking at all times due to horizontal forces such as small and medium earthquakes and winds. Also, if the frictional resistance is too large, it becomes an obstructive factor that stops movement when a large earthquake occurs. Considering these, an appropriate frictional resistance is determined. Appropriate frictional resistance can be obtained by changing the contact area and material, or by making the contact surface uneven. In addition, when braking with frictional resistance, it is preferable to provide a stopper at an appropriate location so as not to swing and disengage from the base surface.
橋脚2を構成する側面視略V字状体4の上端部は夫々コンクリート製の柱状体である上桁3(H鋼)に連結されている。この上桁3上に床板(図示省略)を付設して橋梁が形成される。尚、上桁3としては、予めH鋼などの桁と床板とを一体化した合成桁を採用しても良い。   The upper ends of the substantially V-shaped bodies 4 in side view constituting the pier 2 are connected to upper girders 3 (H steel) which are concrete columnar bodies. A bridge is formed by attaching a floor plate (not shown) on the upper girder 3. In addition, as the upper girder 3, you may employ | adopt the synthetic | combination girder which integrated a girder, such as H steel, and a floor board beforehand.
上桁3は、前記側面視略V字状体4の上端部と連結される中間桁9と、この中間桁9の両側に設けられる翼桁10とで構成されている。   The upper girder 3 is composed of an intermediate girder 9 connected to the upper end of the substantially V-shaped body 4 in side view, and a wing girder 10 provided on both sides of the intermediate girder 9.
従って、この中間桁9と側面視略V字状体4とで逆三角形状構造体が形成されることになる。この逆三角形状構造体においては、上桁3の上縁に一部引張応力が発生する以外は、上桁3の下縁及び一対の柱状体(逆三角形構造体の各辺)に発生する応力は圧縮力に限定されることになり、極めて秀れた耐久性を発揮する。よって、上桁3は上縁に引張抵抗要素たる鉄筋を有する鉄筋コンクリート部材、一対の柱状体は鉄筋コンクリート部材で構成することで、高い剛性を確保しながら安価なコンクリート製部材を採用することでコスト削減を図ることができる。   Accordingly, an inverted triangular structure is formed by the intermediate beam 9 and the substantially V-shaped body 4 in side view. In this inverted triangular structure, the stress generated at the lower edge of the upper girder 3 and a pair of columnar bodies (each side of the inverted triangular structure), except that some tensile stress is generated at the upper edge of the upper girder 3. Is limited to compressive force, and exhibits extremely excellent durability. Therefore, the upper girder 3 is a reinforced concrete member having a reinforcing bar as a tensile resistance element on the upper edge, and the pair of columnar bodies are made of a reinforced concrete member, thereby reducing costs by adopting an inexpensive concrete member while ensuring high rigidity. Can be achieved.
また、翼桁10は、地面11に埋設されるコンクリート製の基礎杭14と、この基礎杭14上に該基礎杭14の杭頭と剛結合状態で設けられるコンクリート製の橋座体15とで構成された翼桁用基礎13上に立設される翼桁用橋脚12により制動支持装置5’(積層ゴム)を介して支承されている。尚、この制動支持装置5’は前記制動支持装置5と同様のものであり、前記の記載がそのまま当てはまる。   The wing girder 10 includes a concrete foundation pile 14 embedded in the ground 11 and a concrete bridge seat 15 provided on the foundation pile 14 in a rigid connection with the pile head of the foundation pile 14. It is supported by a spar bridge pier 12 standing on a constructed spar foundation 13 via a brake support device 5 '(laminated rubber). The brake support device 5 'is the same as the brake support device 5, and the above description is applied as it is.
従って、翼桁10も両端で良好に支持されることになり、桁断面が小さくて済むことになる。この翼桁10と前記中間桁9とを交互に連結することで、連続桁構造の橋梁を形成することが可能となる。   Accordingly, the blade girder 10 is also well supported at both ends, and the cross section of the girder is small. By alternately connecting the wing girder 10 and the intermediate girder 9, it is possible to form a bridge having a continuous girder structure.
また、本実施例においては、各部材同士の連結構造としては剛結合を採用している。具体的には、部材中にシース管を埋設し、PC鋼線でプレストレスをかけながらの結合(シールドセグメントでの結合方法)を採用している。尚、上記逆三角形状構造体により極めて高い耐力を発揮できるから、剛結合以外の結合構造であっても良好な耐久性を発揮できる。   In the present embodiment, a rigid connection is employed as a connection structure between the members. Specifically, a sheath tube is embedded in the member, and bonding while applying prestress with a PC steel wire (bonding method with a shield segment) is employed. In addition, since extremely high proof stress can be exhibited by the inverted triangular structure, good durability can be exhibited even with a coupling structure other than a rigid coupling.
また、例えばピン結合構造等、着脱自在な連結構造を採用し、前記一対の柱状体同士及び橋脚2と上桁3とを着脱自在に連結可能な構成とした場合には、上部構造(一対の柱状体及び上桁3)を分割して別箇所でプレキャストとして製造でき(現場でコンクリート施工する必要がない)、現場組み立てが可能で現場調整も容易となり、それだけ施工が容易となる。また、施工後の補修時に部分的に取り外すなどして取替えや補修を容易に行えることになる。   Further, for example, when a detachable coupling structure such as a pin coupling structure is adopted and the pair of columnar bodies and the pier 2 and the upper girder 3 are detachably coupled, an upper structure (a pair of structures) The columnar body and the upper girder 3) can be divided and manufactured as a precast at another location (no need for concrete construction on-site), on-site assembly is possible, on-site adjustment is facilitated, and construction is facilitated accordingly. In addition, replacement or repair can be easily performed by partially removing it during repair after construction.
尚、支承とは、一般的に、橋桁(上桁)を、該橋桁と橋脚若しくは該橋脚と基礎等の台座との間等に設けられる橋桁等の上部荷重の支持機能、橋桁の撓みに追従するヒンジ機能、温度変化に伴う橋桁の伸縮に追従する伸縮追従機能、地震時の揺れから橋を守る免震・耐震機能を有する部材(支承体,沓,シュー等)を介して支持することをいう。   In general, support means that the bridge girder (upper girder) follows the support function of the upper load of the bridge girder and the bridge pier or between the bridge pier and the base such as the foundation, and the bending of the bridge girder. Supporting via a member (base, rod, shoe, etc.) that has a hinge function to perform, an expansion / contraction follow-up function to follow the expansion and contraction of the bridge girder due to temperature changes, and a seismic isolation / seismic function to protect the bridge from shaking during an earthquake Say.
本実施例は上述のように構成したから、側面視略V字状の橋脚2の対向する上端部2aに夫々上桁3を連結して支持するため、それだけ支点間の距離Aが短くなる。従って、上桁3の断面を大きくする必要なく必要な強度を確保でき、上桁3の軽量化を図ることが可能となる。   Since the present embodiment is configured as described above, the upper girder 3 is connected to and supported by the opposed upper end portions 2a of the substantially V-shaped bridge pier 2 as viewed from the side, so that the distance A between the fulcrums is shortened accordingly. Therefore, the required strength can be ensured without increasing the cross section of the upper girder 3, and the upper girder 3 can be reduced in weight.
そのため、上桁3を支持する橋脚2や基礎1の必要断面も小さくすることが可能となり、橋脚2及び基礎1の軽量化・コンパクト化を図れることになる。   Therefore, the necessary cross sections of the pier 2 and the foundation 1 that support the upper girder 3 can be reduced, and the weight and size of the pier 2 and the foundation 1 can be reduced.
また、橋脚2と基礎1との間の制動支持装置5により、地震時の水平力等が相互に伝わらない構造となるのは勿論、上述のように各部材の軽量化を図れるため、地震の慣性力はそれだけ小さくなり、安定的に揺れを軽減できることになる。   In addition, the braking support device 5 between the pier 2 and the foundation 1 has a structure in which horizontal forces and the like at the time of an earthquake are not transmitted to each other, and the weight of each member can be reduced as described above. The inertia force is reduced accordingly, and the vibration can be stably reduced.
更に、橋脚2の対向する上端部2aが2点で上桁3と夫々連結して上桁3を支持すると共に、基礎1とは1点で連結されて支承されるから、橋脚2と上桁3とで、外力に対して非常に強固で安定的な逆三角形構造体を実現できることになり、軽量且つコンパクトな構造でありながら高強度を発揮できることになる。   Further, the upper end 2a facing each other of the pier 2 is connected to the upper girder 3 at two points to support the upper girder 3, and is connected to and supported by the base 1 at one point. 3, it is possible to realize an inverted triangular structure that is extremely strong and stable against external force, and can exhibit high strength while having a lightweight and compact structure.
また、橋脚2は上桁3を2点で支持するにもかかわらず、基礎1とは1点で連結され、従来に比し基礎の施工箇所及び必要断面を小さくできるから、施工がよりコスト安に且つ短期間で行えることになり、強固な構造をコスト安に実現可能となる。   Although the bridge pier 2 supports the upper girder 3 at two points, it is connected to the foundation 1 at one point, and the construction site and necessary cross-section of the foundation can be made smaller than before, so the construction is cheaper. In addition, a strong structure can be realized at a low cost.
ところで、従来の耐震橋梁は、上桁33が基礎31上に立設される橋脚32と制動支持装置34を介して支承されているため、地震等により上桁33に作用する水平力は、基礎31の重心からX’だけ上方の制動支持装置34が受けることになり、従って、基礎31に作用する前記水平力とX’の積で求められる転倒モーメントは非常に大きくなる。   By the way, in the conventional seismic bridge, the upper girder 33 is supported via the bridge pier 32 and the braking support device 34 erected on the foundation 31, so the horizontal force acting on the upper girder 33 due to an earthquake or the like is The braking support device 34 above X 'from the center of gravity of 31 will receive, and therefore the overturning moment required by the product of the horizontal force acting on the foundation 31 and X' becomes very large.
上記転倒モーメントに対する抵抗モーメントを得るためには、基礎31を重く且つ大断面積化する必要があり、基礎杭35の本数を多くして橋座体たるフーチング36の断面積を大きくする等、過剰な基礎工事が必要となり、コスト高となるのは避けられない。   In order to obtain the resistance moment against the above-mentioned overturning moment, it is necessary to make the foundation 31 heavier and have a larger cross-sectional area, and increase the number of foundation piles 35 to increase the cross-sectional area of the footing 36 that is the bridge seat body. Costly foundation work is necessary and the cost is unavoidable.
この点、本実施例は、橋脚2が制動支持装置5を介して基礎1上に設けられているから、基礎1に作用する転倒モーメントは地震等の水平力と、基礎1の重心から制動支持装置5までの距離Xとの積となり、従来に比し橋脚2の高さ分だけ転倒モーメントが小さくなり、必要な抵抗モーメントも小さくなるから、基礎1を簡素化することが可能となる。従って、基礎1の施工をよりコスト安に且つ短期間で行えることになる。   In this respect, in this embodiment, since the pier 2 is provided on the foundation 1 via the braking support device 5, the overturning moment acting on the foundation 1 is supported by the horizontal force such as an earthquake and the center of gravity of the foundation 1. Since the product is a product of the distance X to the device 5 and the tipping moment is reduced by the height of the pier 2 and the required resistance moment is also reduced as compared with the prior art, the foundation 1 can be simplified. Therefore, the construction of the foundation 1 can be performed at a lower cost and in a shorter period of time.
また、このように制動支持装置5を基礎1上に設けることで、基礎1に作用する転倒モーメントが減少する一方、橋脚2及び上桁3に作用する曲げモーメントが増加するが、本実施例においては、橋脚2(側面視略V字状体4)と上桁3とで逆三角形状構造体を構成しているから、この逆三角形状構造体に作用する曲げモーメントは、上桁3の上縁に一部引張応力が発生する以外は、上桁3の下縁及び一対の柱状体(逆三角形構造体の各辺)に発生する応力は圧縮力に限定されることになり、橋脚2及び上桁3を大断面積化することなく橋脚2及び上桁3の剛性を十分確保できることになる。   Further, by providing the braking support device 5 on the foundation 1 in this way, the overturning moment acting on the foundation 1 is reduced, while the bending moment acting on the pier 2 and the upper girder 3 is increased. Since the bridge pier 2 (substantially V-shaped body 4 in side view) and the upper girder 3 form an inverted triangular structure, the bending moment acting on the inverted triangular structure is higher than the upper girder 3. Except for some tensile stress at the edge, the stress generated at the lower edge of the upper girder 3 and the pair of columnar bodies (each side of the inverted triangular structure) is limited to the compressive force. The rigidity of the pier 2 and the upper girder 3 can be sufficiently ensured without increasing the cross section of the upper girder 3.
従って、本実施例は、上桁を支持する支点間の距離を短くすることができるから、上桁を軽量化することができ、それだけ基礎に作用する転倒モーメントを小さくすることが可能で、しかも、上桁・橋脚の必要断面を小さくしてそれだけ各部材の軽量化を図れ、更に、橋脚と上桁とで逆三角形構造体を構成することで、上方ほど全体剛性が大きくなって地震による揺れが上桁に伝わりにくくなり、地震等の揺れを安定して軽減可能な極めて耐久性に秀れた橋梁となる。   Therefore, since the distance between the fulcrum supporting the upper girder can be shortened in this embodiment, the upper girder can be reduced in weight, and the overturning moment acting on the foundation can be reduced accordingly. By reducing the required cross section of the upper girder and bridge piers, the weight of each member can be reduced, and by constructing an inverted triangular structure with the pier and upper girder, the overall rigidity increases toward the top, and the shaking due to the earthquake Becomes difficult to be transmitted to the upper girder, and it is an extremely durable bridge that can stably reduce shaking such as earthquakes.
従来例の概略説明側面図である。It is a schematic explanatory side view of a conventional example. 本実施例の概略説明側面図である。It is a schematic explanatory side view of a present Example. 本実施例の概略説明斜視図である。It is a schematic explanatory perspective view of a present Example. 本実施例の概略説明端面図である。It is a schematic explanatory end view of the present embodiment. 別例の概略説明端面図である。It is a schematic explanatory end view of another example.
符号の説明Explanation of symbols
1 基礎
2 橋脚
2a 上端部
2b 下端部
3 上桁
4 側面視略V字状体
5・5’ 制動支持装置
6 横繋材
7 基礎杭
8 橋座体
9 中間桁
10 翼桁
DESCRIPTION OF SYMBOLS 1 Foundation 2 Pier 2a Upper end part 2b Lower end part 3 Upper girder 4 Side view substantially V-shaped body 5 * 5 'Braking support device 6 Horizontal connection material 7 Foundation pile 8 Bridge seat 9 Intermediate girder
10 Wings

Claims (11)

  1. 基礎と、該基礎上に立設される橋脚と、該橋脚によって支持される上桁とから成る橋梁であって、前記橋脚は、一対の柱状体若しくは板状体の下端部同士を連結して成る側面視略V字状体から成り、この橋脚の対向する上端部と前記上桁とは夫々連結されて該上桁と該橋脚とで逆三角形状構造体が形成されており、前記橋脚の下端部は前記基礎により水平揺動を減衰させる制動支持装置を介して支承されていることを特徴とする橋梁。   A bridge comprising a foundation, a bridge pier standing on the foundation, and an upper girder supported by the bridge pier, wherein the bridge pier connects the lower ends of a pair of columnar bodies or plate-like bodies. The upper end of the pier facing the upper girder and the upper girder are connected to each other to form an inverted triangular structure with the upper girder and the abutment. The bridge is characterized in that the lower end portion is supported by the foundation via a braking support device that attenuates horizontal swing.
  2. 請求項1記載の橋梁において、前記橋脚は、前記側面視略V字状体を橋軸aと直交する方向に複数並設して構成されていることを特徴とする橋梁。   The bridge according to claim 1, wherein the bridge pier is configured by arranging a plurality of the substantially V-shaped bodies in a side view in a direction orthogonal to the bridge axis a.
  3. 請求項2記載の橋梁において、橋軸aと直交する方向に複数並設した前記側面視略V字状体同士は夫々横繋材で連結されていることを特徴とする橋梁。   The bridge according to claim 2, wherein a plurality of the substantially V-shaped bodies in side view arranged side by side in a direction orthogonal to the bridge axis a are connected by a laterally connecting member.
  4. 請求項1〜3いずれか1項に記載の橋梁において、前記橋脚は、橋軸aと直交する方向において下端側程幅広となるように設定されていることを特徴とする橋梁。   The bridge according to any one of claims 1 to 3, wherein the bridge pier is set to be wider toward a lower end side in a direction orthogonal to the bridge axis a.
  5. 請求項1〜4いずれか1項に記載の橋梁において、前記基礎は、基礎杭若しくは橋座体から成ることを特徴とする橋梁。   The bridge according to any one of claims 1 to 4, wherein the foundation comprises a foundation pile or a bridge seat.
  6. 請求項1〜5いずれか1項に記載の橋梁において、前記上桁は、前記橋脚の上端部と連結される中間桁と、この中間桁の両側若しくは片側に設けられる翼桁とから成ることを特徴とする橋梁。   The bridge according to any one of claims 1 to 5, wherein the upper girder includes an intermediate girder connected to an upper end portion of the pier, and a wing girder provided on both sides or one side of the intermediate girder. Characteristic bridge.
  7. 請求項1〜6いずれか1項に記載の橋梁において、前記制動支持装置は基礎上面と橋脚の下端部との間に摩擦抵抗を生ぜしめて制動するものであることを特徴とする橋梁。   The bridge according to any one of claims 1 to 6, wherein the braking support device brakes by generating frictional resistance between the upper surface of the foundation and the lower end of the pier.
  8. 請求項7記載の橋梁において、前記翼桁は、水平揺動を減衰させる制動支持装置を介して支承されていることを特徴とする橋梁。   8. The bridge according to claim 7, wherein the spar is supported via a braking support device that attenuates horizontal swing.
  9. 請求項8記載の橋梁において、前記制動支持装置は基礎上面と翼桁の下端部との間に摩擦抵抗を生ぜしめて制動するものであることを特徴とする橋梁。   9. The bridge according to claim 8, wherein the braking support device brakes by generating a frictional resistance between the upper surface of the foundation and the lower end of the blade girder.
  10. 請求項1〜9いずれか1項に記載の橋梁において、前記制動支持装置は復元機能を有するものであることを特徴とする橋梁。   The bridge according to any one of claims 1 to 9, wherein the braking support device has a restoring function.
  11. 請求項1〜10いずれか1項に記載の橋梁において、前記一対の柱状体若しくは板状体及び前記上桁は着脱自在に連結されていることを特徴とする橋梁。
    The bridge according to any one of claims 1 to 10, wherein the pair of columnar bodies or plate bodies and the upper girders are detachably connected.
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Cited By (7)

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CN102747678A (en) * 2012-06-29 2012-10-24 浙江工业大学 Unequal-height V-shaped bridge pier
CN102828469A (en) * 2012-08-31 2012-12-19 中铁三局集团有限公司 Positioning mounting construction method for triangular steel constructed pillar of inclined-leg steel box
CN102888815A (en) * 2012-10-16 2013-01-23 上海城建市政工程(集团)有限公司 Pouring construction method of wide-angle V-shaped pier and 0# box girder
WO2014193022A1 (en) * 2013-05-30 2014-12-04 Kim Tae Hee Curved y-shaped bridge support comprising pc steel wire
CN104358213A (en) * 2014-11-07 2015-02-18 广西交通科学研究院 Support-free and opposite pull rod combination construction method for concrete triangular rigid frame in consideration of restraint action of inclined legs
CN104746435A (en) * 2015-04-03 2015-07-01 中国建筑第六工程局有限公司 Wide-angle Y-shaped pier column construction method
CN105821769A (en) * 2016-04-01 2016-08-03 上海城建市政工程(集团)有限公司 Large-angle inclined leg pier pouring construction method

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CN102747678A (en) * 2012-06-29 2012-10-24 浙江工业大学 Unequal-height V-shaped bridge pier
CN102747678B (en) * 2012-06-29 2014-09-03 浙江工业大学 Unequal-height V-shaped bridge pier
CN102828469A (en) * 2012-08-31 2012-12-19 中铁三局集团有限公司 Positioning mounting construction method for triangular steel constructed pillar of inclined-leg steel box
CN102828469B (en) * 2012-08-31 2014-12-10 中铁三局集团有限公司 Positioning mounting construction method for triangular steel constructed pillar of inclined-leg steel box
CN102888815A (en) * 2012-10-16 2013-01-23 上海城建市政工程(集团)有限公司 Pouring construction method of wide-angle V-shaped pier and 0# box girder
WO2014193022A1 (en) * 2013-05-30 2014-12-04 Kim Tae Hee Curved y-shaped bridge support comprising pc steel wire
CN104358213A (en) * 2014-11-07 2015-02-18 广西交通科学研究院 Support-free and opposite pull rod combination construction method for concrete triangular rigid frame in consideration of restraint action of inclined legs
CN104746435A (en) * 2015-04-03 2015-07-01 中国建筑第六工程局有限公司 Wide-angle Y-shaped pier column construction method
CN105821769A (en) * 2016-04-01 2016-08-03 上海城建市政工程(集团)有限公司 Large-angle inclined leg pier pouring construction method
CN105821769B (en) * 2016-04-01 2017-05-03 上海城建市政工程(集团)有限公司 Large-angle inclined leg pier pouring construction method

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