JP5367297B2 - Bridge with precast cross girder and precast girder and its construction method - Google Patents

Bridge with precast cross girder and precast girder and its construction method Download PDF

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JP5367297B2
JP5367297B2 JP2008103570A JP2008103570A JP5367297B2 JP 5367297 B2 JP5367297 B2 JP 5367297B2 JP 2008103570 A JP2008103570 A JP 2008103570A JP 2008103570 A JP2008103570 A JP 2008103570A JP 5367297 B2 JP5367297 B2 JP 5367297B2
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precast
bridge
girder
stringer
cross beam
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JP2009256873A (en
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正裕 田中
憲一郎 下村
周 角本
徹 吉村
佑介 佐々木
洋平 梅本
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Oriental Shiraishi Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a bridge equipped with a precast cross girder and a precast stringer, and reducing the number of supports on a lower structure in half, and also to provide a construction method for the bridge. <P>SOLUTION: The precast cross girder 1, which is installed on the lower structure 4 in such a manner as to be extended in a direction perpendicular to a bridge axis via one support device in a view from the direction perpendicular to the bridge axis, is equipped with: a stringer supporting flange 6 which continues in the direction perpendicular to the bridge axis and which overhangs in the direction of the bridge axis; the plurality of precast stringers 2 are laid in juxtaposition over the stringer supporting flanges 6 of the precast cross girders 1 facing one another at spacings; and the precast cross girder 1 and an end of each of the precast stringers 2 are integrated together by concrete 8 which is placed over the end of each of the precast stringers 2. The precast stringers 2 are laid in juxtaposition over the top of the stringer supporting flange 6 of the precast cross girder 1 which is installed on the support device 5, and subsequently, the concrete is placed over the precast cross girder 1 and the end of the precast stringer 2, so that they are integrated. <P>COPYRIGHT: (C)2010,JPO&amp;INPIT

Description

本発明は、橋脚または橋台等の下部構造物上に設置されるプレキャスト横桁と、そのプレキャスト横桁上に配置されるプレキャスト縦桁とを備えた橋梁およびその施工法に関する。   The present invention relates to a bridge including a precast cross girder installed on a substructure such as a pier or an abutment, and a precast cross girder arranged on the precast cross girder, and a construction method thereof.

従来、橋梁構造として、図２１に示すように下部構造物４間にプレキャストＰＣ桁の単純桁６１を設置する場合よりも、橋梁のプレキャスト桁を連結する場合が多くなってきている。
この場合、通用は、橋軸方向に２点支承として鉄筋コンクリート（ＲＣ）によるＲＣ連結構造とするのが一般的である。
そして、従来のＲＣ連結構造では、橋軸方向に２点支承として、下部構造物上の橋軸方向において２つの支承装置設置し、すなわち、下部構造物上の各プレキャスト縦桁の下に支承装置を設置する形態が知られている。
前記の各プレキャスト桁の下に支承装置を設置する形態では、下部構造物上の橋軸方向において２つの支承装置を設置する必要があり、支承装置の数が多くなり、全体工事費が増加するという問題がある。 Conventionally, as a bridge structure, a precast girder of a bridge is more frequently connected than a simple girder 61 of a precast PC girder between lower structures 4 as shown in FIG.
In this case, it is common to use a RC connection structure with reinforced concrete (RC) as a two-point support in the bridge axis direction.
In the conventional RC connection structure, two bearings are installed in the bridge axis direction, and two bearing devices are installed in the bridge axis direction on the lower structure, that is, the bearing devices under each precast stringer on the lower structure. The form which installs is known.
In the embodiment in which the bearing device is installed under each precast girder, it is necessary to install two bearing devices in the bridge axis direction on the lower structure, which increases the number of the bearing devices and increases the overall construction cost. There is a problem.

また、２柱式橋脚で支持された中空床版橋の一般的な連結構造では、橋脚上端に横梁を施工することも知られている。このような橋脚上端に横梁を施工する場合には、橋脚上端に横梁を施工する必要があり、その横梁の施工のために架替えに必要な日数が長くなるという問題がある。   In a general connection structure of a hollow floor slab bridge supported by a two-post pier, it is also known to construct a horizontal beam at the upper end of the pier. When constructing a horizontal beam at the upper end of such a pier, it is necessary to construct the horizontal beam at the upper end of the pier, and there is a problem that the number of days required for the replacement for the construction of the lateral beam becomes longer.

なお、主桁に交差するように横桁を設ける橋梁構造は知られている（例えば、特許文献１〜３参照）。
特開平１０−６０８２３号公報 特開２００３−２５３６２１号公報 特開２００８−１９６８７号公報 In addition, the bridge structure which provides a horizontal girder so that it may cross | intersect a main girder is known (for example, refer patent documents 1-3).
Japanese Patent Laid-Open No. 10-60823 JP 2003-253621 A JP 2008-19687 A

前記従来の場合は、橋軸直角方向視で、下部構造物上の桁を支承する場合に、橋軸方向に間隔をおいた２つの支承によりそれぞれ桁を支承する構造、あるいは橋脚上端に横梁を施工する構造であるので、支承数が多くなることによるコスト増、あるいは横梁を施工することによる施工工期の長期化によるコスト増を避けることができないという問題があった。
本発明は前記の課題を有利に解消することができ、下部構造物上の支承数を半減することができるプレキャスト横桁とプレキャスト縦桁とを備えた橋梁およびその施工法を提供することを目的とする。 In the conventional case, when a girder on the lower structure is supported when viewed in a direction perpendicular to the bridge axis, a structure in which each girder is supported by two supports spaced apart in the bridge axis direction, or a cross beam is provided at the upper end of the pier. Because of the construction structure, there has been a problem that it is impossible to avoid an increase in cost due to an increase in the number of bearings or an increase in cost due to the extension of the construction work period due to the construction of horizontal beams.
An object of the present invention is to provide a bridge having a precast cross girder and a precast cross girder that can advantageously solve the above-mentioned problems and can halve the number of bearings on the substructure, and a construction method therefor. And

前記の課題を有利に解決するために、第１発明のプレキャスト横桁とプレキャスト縦桁とを備えた橋梁では、下部構造物上に橋軸直角方向視で１点の支承装置を介して橋軸直角方向に延長するようにプレキャスト横桁を設け、前記プレキャスト横桁は、橋軸直角方向に連続すると共に橋軸方向に張り出す縦桁支承フランジを備え、間隔をおいて対抗する前記プレキャスト横桁の縦桁支承フランジの上に渡って、プレキャスト縦桁が無収縮モルタルあるいは感圧硬化ゴムを介して並列に複数架設され、各プレキャスト縦桁の端部に亘って打設されたコンクリートにより、プレキャスト横桁と各プレキャスト縦桁の端部とが一体化されていることを特徴とする。
第２発明では、第１発明のプレキャスト横桁とプレキャスト縦桁とを備えた橋梁において、前記プレキャスト横桁は、横桁本体の下部両側における一方または両方に、橋軸方向に張り出す縦桁支承フランジを備えたプレキャスト横桁であることを特徴とする。
第３発明のプレキャスト横桁とプレキャスト縦桁とを備えた橋梁の施工法においては、橋軸直角方向に連続すると共に橋軸方向に張り出す縦桁支承フランジを備えたプレキャスト横桁を、下部構造物上に仮支持部材および橋軸直角方向視で１点の支承装置を介して橋軸直角方向に延長するように仮保持した状態で設け、次いで、間隔をおいて対抗する前記プレキャスト横桁の縦桁支承フランジの上に渡って、プレキャスト縦桁を無収縮モルタルあるいは感圧硬化ゴムを介して並列して複数架設し、その後、プレキャスト横桁と各プレキャスト縦桁の端部とに亘ってコンクリートを打設してこれらを一体化することを特徴とする。 In order to advantageously solve the above-described problem, in the bridge having the precast cross girder and the precast vertical girder according to the first aspect of the invention, the bridge shaft is disposed on the lower structure via a single support device as viewed in the direction perpendicular to the bridge axis. A precast cross girder is provided so as to extend in a perpendicular direction, and the precast cross girder has a longitudinal girder support flange that extends in the direction perpendicular to the bridge axis and projects in the bridge axis direction, and is opposed to each other with a space therebetween. A plurality of precast stringers are installed in parallel through non-shrink mortar or pressure-sensitive hardened rubber over the flanges of the stringer girder, and precast with concrete cast over the end of each precast stringer. The cross beam and the end of each precast vertical beam are integrated.
According to a second aspect of the present invention, in the bridge having the precast cross girder and the precast cross girder according to the first aspect, the precast cross girder is supported on one or both of the lower sides of the cross girder body in the direction of the bridge axis. It is a precast cross beam with a flange.
In the construction method of the bridge provided with the precast cross girder and the precast vertical girder of the third invention, the precast cross girder having the vertical girder support flange extending in the direction of the bridge axis and extending in the direction perpendicular to the bridge axis is provided as the substructure. A temporary support member and a temporary support member are provided in a state of being temporarily held so as to extend in a direction perpendicular to the bridge axis through a one-point support device as viewed in a direction perpendicular to the bridge axis. Over the stringer support flange, multiple precast stringers are installed side by side through non-shrink mortar or pressure-sensitive hardened rubber , and then concrete is spread across the precast stringers and the end of each precast stringer These are integrated and integrated.

第１発明によると、下部構造物上に支承装置を介して橋軸直角方向に延長するようにプレキャスト横桁を設け、前記プレキャスト横桁は、橋軸直角方向に連続すると共に橋軸方向に張り出す縦桁支承フランジを備え、間隔をおいて対抗するプレキャスト横桁の縦桁支承フランジの上に渡って、プレキャスト縦桁を並列に複数架設され、各プレキャスト縦桁の端部に亘って打設されたコンクリートにより、プレキャスト横桁とプレキャスト縦桁の端部とが一体化されているので、プレキャスト横桁を支持する支承は、橋軸直角方向から見て、橋軸方向に１つの支承による１点で支承することができ、従来のように、下部構造物上に位置する各プレキャスト縦桁端部をそれぞれ独立した２つの支承の２点で支承する場合に比べて、（１）支承数の大幅な低減によるコスト縮減が可能になり、（２）工期が短縮することができ、（３）支承が１つでよいため設置面積が少なくなり橋脚断面の寸法低減などが図れる等の効果がある。また、既設の支承および上部構造の架替え時に適用する場合においても工期短縮が可能になる。
また、第２発明によると、プレキャスト横桁は、横桁本体の下部両側における一方または両方に、橋軸方向に張り出す縦桁支承フランジを備えたプレキャスト横桁であるので、プレキャスト横桁の構造が簡単であると共に、プレキャスト横桁の縦桁支承フランジを利用してプレキャスト縦桁を容易に設置することができる効果が得られる。
第３発明によると、橋軸直角方向に連続すると共に橋軸方向に張り出す縦桁支承フランジを備えたプレキャスト横桁を、下部構造物上に仮支持部材および橋軸直角方向視で１点の支承装置を介して橋軸直角方向に延長するように仮保持した状態で設け、次いで、間隔をおいて対抗する前記プレキャスト横桁の縦桁支承フランジの上に渡って、プレキャスト縦桁を並列して複数架設し、その後、プレキャスト横桁と各プレキャスト縦桁の端部とに亘ってコンクリートを打設してこれらを一体化するので、簡単な工法により、支承装置の数を半減しした橋梁を施工することができ、また施工も簡単で施工工期を短縮することができ、施工コストも低減すことができる等の効果が得られる。支承が１つでよいため設置面積が少なくなり橋脚断面の寸法低減などが図れる等の効果がある。また、既設の支承および上部構造の架替え時に適用する場合においても工期短縮が可能になる。 According to the first invention, the precast cross beam is provided on the lower structure so as to extend in the direction perpendicular to the bridge axis via the support device, and the precast cross beam is continuous in the direction perpendicular to the bridge axis and stretched in the bridge axis direction. A plurality of precast stringers are installed in parallel over the stringer flanges of the precast crossbeams that are opposed to each other, and are placed over the end of each precast stringer. Since the precast cross beam and the end of the precast cross beam are integrated by the concrete made, the support supporting the precast cross beam is 1 by one support in the bridge axis direction when viewed from the direction perpendicular to the bridge axis. Compared to the case where each precast stringer end located on the lower structure is supported by two independent two points as in the past, (1) the number of bearings Cost reduction by wide reduction is possible, (2) The construction period can be shortened, (3) Since only one support is required, the installation area is reduced and the size of the pier cross section can be reduced. . In addition, the construction period can be shortened when applied when replacing existing bearings and superstructures.
Further, according to the second invention, the precast cross beam is a precast cross beam provided with a vertical beam support flange projecting in the bridge axis direction on one or both of the lower sides of the cross beam main body. Is easy, and the effect that the precast stringer can be easily installed using the stringer flange of the precast stringer is obtained.
According to the third aspect of the present invention, a precast cross girder having a vertical girder support flange that is continuous in the direction perpendicular to the bridge axis and extends in the direction of the bridge axis is provided on the lower structure with a temporary support member and one point in the direction perpendicular to the bridge axis It is provided in a state of being temporarily held so as to extend in the direction perpendicular to the bridge axis via the support device, and then the precast stringers are juxtaposed over the stringer support flanges of the precast stringers that are opposed to each other at intervals. After that, the concrete is cast over the precast cross beam and the end of each precast cross beam, and these are integrated to form a bridge that reduces the number of support devices by half. Construction can be performed, construction is simple, construction construction period can be shortened, and construction costs can be reduced. Since only one support is required, the installation area is reduced, and the size of the pier cross section can be reduced. In addition, the construction period can be shortened when applied when replacing existing bearings and superstructures.

次に、本発明を図示の実施形態に基づいて詳細に説明する。   Next, the present invention will be described in detail based on the illustrated embodiment.

図１（ａ）および図２〜図１２には、本発明の一実施形態のプレキャスト横桁１とプレキャスト縦桁２とを備えた橋梁３の代表形態の概念図が示されている。下部構造物４としては、橋軸直角方向に間隔をおいた、あるいは連続した橋脚あるいは橋台でもよい。   FIG. 1A and FIGS. 2 to 12 show conceptual diagrams of a representative form of a bridge 3 having a precast cross beam 1 and a precast vertical beam 2 according to an embodiment of the present invention. The substructure 4 may be a bridge pier or an abutment spaced apart in the direction perpendicular to the bridge axis.

橋軸方向に間隔をおいた各下部構造物４上には、橋軸直角方向視で１点の支承となるように、ゴムのような弾性支承装置等の支承装置５が橋軸直角方向に間隔をおいて複数配置されて、支承装置５の下部が下部構造物４に、図示省略のアンカーボルト等により固定されている。   On each of the substructures 4 spaced apart in the bridge axis direction, a bearing device 5 such as an elastic bearing device such as rubber is provided in the direction perpendicular to the bridge axis so as to provide one point of support when viewed in the direction perpendicular to the bridge axis. Plurally arranged at intervals, the lower part of the support device 5 is fixed to the lower structure 4 by anchor bolts (not shown).

各下部構造物４上の橋軸直角方向に間隔をおいた支承装置５に渡って橋軸直角方向に延長するように、プレキャスト横桁１が設置されている。   A precast cross girder 1 is installed so as to extend in the direction perpendicular to the bridge axis across the support devices 5 spaced in the direction perpendicular to the bridge axis on each substructure 4.

前記のプレキャスト横桁１は、図１（ａ）に示すような中間橋脚等の下部構造物５に支承装置５を介して設置される場合には、例えば、断面逆Ｔ形のプレキャスト横桁１が設置され、プレキャスト縦桁２の支持端部として配置される場合、あるいは単スパンのプレキャスト縦桁２の場合には、図１（ｂ）に示すように断面Ｌ形のプレキャスト横桁１が支承装置５を介して設置される。   When the precast cross beam 1 is installed on a lower structure 5 such as an intermediate pier as shown in FIG. 1A via a support device 5, for example, the precast cross beam 1 having a reverse T-shaped cross section is used. Is installed as a support end of the precast stringer 2 or in the case of a single-span precast stringer 2, the precast stringer 1 having an L-shaped cross section is supported as shown in FIG. It is installed via the device 5.

前記のプレキャスト横桁１について、図３に示す断面逆Ｔ形のプレキャスト横桁１あるいは図１８〜図２０に示すような断面Ｌ形のプレキャスト横桁１を参照して説明すると、いずれの場合も、曲げ剛性が大きい横桁本体１ａの下部における一側部または両側部に、横桁長手方向（橋軸直角方向）に連続していると共に橋軸方向に張り出す縦桁支承フランジ６を備えたプレキャスト横桁１とされている。   The precast cross beam 1 will be described with reference to a precast cross beam 1 having a reverse T-shaped cross section shown in FIG. 3 or a precast cross beam 1 having an L cross section as shown in FIGS. 18 to 20. Further, a vertical girder support flange 6 that is continuous in the longitudinal direction of the cross beam (in the direction perpendicular to the bridge axis) and projects in the bridge axis direction is provided on one side or both sides of the lower part of the cross beam main body 1a having high bending rigidity. Precast horizontal beam 1 is assumed.

前記のプレキャスト横桁１には、その本体部に部材長手方向に延長するように、ＰＣ鋼材７が埋め込み配置されてプレストレス力が導入されている。   In the precast cross beam 1, a PC steel material 7 is embedded and arranged so as to extend in the longitudinal direction of the member in the main body portion to introduce a prestress force.

前記のプレキャスト横桁１の高さ寸法は、プレキャスト縦桁２の高さ寸法よりも低くされ、プレキャスト横桁１上端レベルとプレキャスト縦桁２上端レベルとの寸法差内において、橋軸直角方向あるいは橋軸方向に配筋した上、これらの鉄筋を埋め込むようにして連結部コンクリート８が打設されて一体化可能にされている。   The height dimension of the precast cross beam 1 is made lower than the height dimension of the precast cross beam 2, and within the dimensional difference between the top level of the precast cross string 1 and the top level of the precast cross string 2, the direction perpendicular to the bridge axis or After arranging the reinforcing bars in the direction of the bridge axis, the connecting portion concrete 8 is placed so as to be embedded so that these reinforcing bars are embedded.

また、各プレキャスト横桁１には、プレキャスト横桁１上に設置されるプレキャスト縦桁２に連結するための連結部を備えている。前記の連結部は、例えば、図３に示すように、前記縦桁支承フランジ６から縦向きに突出するように縦連結スリーブ９を備えたインサート９ａが設けられている。前記のインサートは、図示の形態では、縦向きに縦連結スリーブ９を備えたＬ形等のアンカーボルト１０を埋め込み配置した形態とされている。   Further, each precast cross beam 1 is provided with a connecting portion for connecting to a precast vertical beam 2 installed on the precast cross beam 1. For example, as shown in FIG. 3, the connecting portion is provided with an insert 9 a provided with a vertical connecting sleeve 9 so as to protrude vertically from the vertical girder support flange 6. In the illustrated embodiment, the insert has an L-shaped anchor bolt 10 provided with a longitudinal connection sleeve 9 in a vertical direction and is embedded.

前記の縦連結スリーブ９に、プレキャスト縦桁２の端部縦孔１１に挿通配置される連結金具を備えた縦ボルト１２を連結して、前記縦ボルト１２に装着される支圧用プレートおよびナット１３により、プレキャスト縦桁２を、プレキャスト横桁１に固定するようにしている。   The vertical connection sleeve 9 is connected to a vertical bolt 12 having a connection fitting inserted into the end vertical hole 11 of the precast vertical beam 2, and a supporting plate and a nut 13 attached to the vertical bolt 12 are connected. Thus, the precast vertical beam 2 is fixed to the precast horizontal beam 1.

また、図示の形態では、図４中央部に点で示すように、プレキャスト横桁１の長手方向に間隔をおいて、縦向きの雌ねじ筒等のインサート６２が埋め込み固定され、これに雄ねじ部付き連結鉄筋６３が（直接または適宜雄ねじ軸部および雌ねじ筒部を有する接続金具を介して）縦向きに連結され、このようなインサート６２に連結された連結鉄筋６３が４つ一組として、多数組み設けられている。前記連結鉄筋６３の上部の水平に屈曲した部分は、図３に示すように上部接続用鉄筋４５に沿わされて番線等により結束される（なお、図４および図８では、上部連結鉄筋３８および下部連結鉄筋３９は省略している）。   Further, in the illustrated embodiment, as indicated by a dot in the center of FIG. 4, an insert 62 such as a vertical female screw cylinder is embedded and fixed at intervals in the longitudinal direction of the precast cross beam 1, and this is provided with a male screw portion. The connecting reinforcing bars 63 are connected in the vertical direction (directly or appropriately via a connection fitting having a male screw shaft part and a female screw cylinder part), and a large number of four connecting reinforcing bars 63 connected to the insert 62 are formed as a set. Is provided. As shown in FIG. 3, the horizontally bent portion of the upper part of the connecting reinforcing bar 63 is bound by the connecting wire 45 along the upper connecting reinforcing bar 45 (in FIGS. 4 and 8, the upper connecting reinforcing bar 38 and The lower connecting reinforcing bar 39 is omitted).

また、断面Ｌ形のプレキャスト横桁１に場合には、縦向きの連結部以外に、横向きの連結部を備えている。前記の横向きの連結部は、断面Ｌ形のプレキャスト横桁１では、例えば、図１８に示すように、前記横桁本体１ａから横向きに突出するように横連結スリーブ１４を備えたインサート１４ａが設けられている。   Further, in the case of the precast cross beam 1 having an L-shaped cross section, in addition to the vertical connection portion, a horizontal connection portion is provided. In the precast cross beam 1 having an L-shaped cross section, for example, as shown in FIG. 18, the horizontal connection portion is provided with an insert 14a having a horizontal connection sleeve 14 so as to protrude laterally from the cross beam main body 1a. It has been.

前記のインサート１４ａは、図示の形態では、横向きに横連結スリーブ１４を備えたＬ形等のアンカーボルト１４ｂを埋め込み配置した形態とされ、前記横連結スリーブ１４に、橋軸方向の横向きに主桁接続用鉄筋１５の基端側雄ねじ軸部が接続され、主桁接続用鉄筋１５の先端部は、プレキャスト縦桁２における凹部基部側に位置するように配置されている。前記の主桁接続用鉄筋１５はプレキャスト縦桁２を配置した後に適宜取り付けられる。   In the illustrated embodiment, the insert 14a is configured such that an L-shaped anchor bolt 14b having a lateral coupling sleeve 14 is embedded in the lateral direction, and the main girder is laterally disposed in the lateral axial direction of the bridge axis. The base end side male screw shaft portion of the connecting reinforcing bar 15 is connected, and the distal end portion of the main girder connecting reinforcing rod 15 is disposed on the concave base side of the precast stringer 2. The main girder connecting reinforcing bars 15 are appropriately attached after the precast vertical girder 2 is arranged.

プレキャスト横桁１およびプレキャスト縦桁２には、例えば、図１９に示すように、下部構造物４に基端側が埋め込み固定され、そこから立ち上がるアンカーバー１６を収納配置するための橋軸方向に横長のアンカーバー挿入孔１７あるいはアンカーバー頭部収納用下向き開孔凹部１８が適宜の間隔で設けられている。   For example, as shown in FIG. 19, the precast cross beam 1 and the precast vertical beam 2 are horizontally long in the direction of the bridge axis for housing and arranging the anchor bar 16 that is embedded and fixed to the lower structure 4 and rises therefrom. Anchor bar insertion holes 17 or anchor bar head storage downward opening recesses 18 are provided at appropriate intervals.

また、プレキャスト横桁１には、例えば、図２０に示すように、下部構造物４に基端側が埋め込み固定され、そこから立ち上がる落橋防止用縦棒材１９の頭部を収納配置するための橋軸方向に横長の落橋防止用縦棒材収納用下向き開孔凹部２０が適宜の間隔で設けられている。   Further, as shown in FIG. 20, for example, as shown in FIG. 20, the base end side is embedded and fixed in the lower structure 4 in the precast cross beam 1, and a bridge for storing and arranging the head of the vertical bar member 19 for preventing a falling bridge rising therefrom. In the axial direction, vertically downward concave portions 20 for storing vertically long bar members for preventing falling bridges are provided at appropriate intervals.

なお、プレキャスト横桁１の下面側には、支承装置５に載置するための平坦な下面を有する下向き突出部２１が、橋軸直角方向に配置される支承装置設置間隔をおいて適宜設けられている。前記の下向き突出部２１の下面の面積は、橋軸直角方向から見て、橋軸方向に１つの支承装置５を取り付けるに必要な面積とされている。   A downward projecting portion 21 having a flat lower surface for mounting on the support device 5 is appropriately provided on the lower surface side of the precast cross beam 1 with a support device installation interval arranged in a direction perpendicular to the bridge axis. ing. The area of the lower surface of the downward projecting portion 21 is an area necessary for mounting one support device 5 in the bridge axis direction when viewed from the direction perpendicular to the bridge axis.

なお、プレキャスト横桁１にプレキャスト縦桁２を連結固定する形態としては、図１５に示すように、プレキャスト横桁１から突出するようにボルト挿通孔を有する連結板２２の基端部を埋め込み固定した形態のプレキャスト横桁１とし、前記連結板２２にプレキャスト縦桁２の側面を当接するように配置して、連結板２２とプレキャスト縦桁２のボルト挿通孔に渡って、連結用ボルト２３を挿通配置して、ナット２４により定着するボルト接合としてもよい。   In addition, as a form which connects and fixes the precast vertical beam 2 to the precast horizontal beam 1, as shown in FIG. 15, the base end portion of the connecting plate 22 having a bolt insertion hole is embedded and fixed so as to protrude from the precast horizontal beam 1. The precast cross girder 1 of the above-described form is arranged so that the side surface of the precast vertical beam 2 is in contact with the connecting plate 22, and the connecting bolt 23 is extended over the bolt insertion holes of the connecting plate 22 and the precast vertical beam 2. It is good also as a bolted joint arrange | positioned and fixed by the nut 24. FIG.

また、プレキャスト横桁１にプレキャスト縦桁２を連結固定する形態としては、前記以外にも、例えば図１６に示すように、基端部および先端部にコンクリート用ジベル２５を備えた連結用縦板２６の基端部をプレキャスト縦桁２に固定しておき、前記連結用縦板２６先端部のジベル２５をプレキャスト縦桁２に埋め込み固定する形態でもよい。   Moreover, as a form which connects and fixes the precast vertical beam 2 to the precast horizontal beam 1, as shown in FIG. 16, for example, as shown in FIG. 16, the vertical plate for connection provided with the concrete bevel 25 in the base end part and the front-end | tip part. Alternatively, the base end portion 26 may be fixed to the precast string 2 and the gibber 25 at the tip of the connecting vertical plate 26 may be embedded and fixed in the precast string 2.

また同様に、図１７に示すように、横桁本体１ａから先端部が橋軸方向の横方向に突出するようにねじ棒２７の基端部（中間部）を横桁本体１ａに埋め込み配置し、そのねじ棒２７に雌ねじ筒等のカップリング２８を設けておき、また、プレキャスト縦桁２側に連結用ねじ鋼棒挿通用の透孔２９および連結用ねじ鋼棒配置用のボルト配置用凹部３０を備えた形態とし、プレキャスト横桁１側のカップリング２８に、プレキャスト縦桁２側から配置される連結用ねじ鋼棒３１を連結すると共に、前記プレキャスト縦桁２側に支圧板３２を配置して、ナット３３等により固定する形態であってもよい。   Similarly, as shown in FIG. 17, the base end portion (intermediate portion) of the screw rod 27 is embedded in the cross-girder body 1a so that the distal end protrudes from the cross-girder body 1a in the lateral direction in the bridge axis direction. The threaded rod 27 is provided with a coupling 28 such as a female threaded cylinder, and a through hole 29 for inserting a threaded steel rod for connection on the side of the precast string 2 and a recess for bolt arrangement for arranging the threaded steel rod for coupling. 30 and a coupling 28 on the precast cross beam 1 side is connected to a threaded steel rod 31 for connection arranged from the precast vertical beam 2 side, and a bearing plate 32 is arranged on the precast vertical beam 2 side. And the form fixed with the nut 33 grade | etc., May be sufficient.

次に、本発明おいて使用されるプレキャスト縦桁２の一形態について、図３〜５を参照しながら説明すると、プレキャスト縦桁２の端部には、間隔をおいて対抗する各段部付きの側板３４とこれらの側板３４に一体に連結された底部３５とが、プレキャスト縦桁２の中間部側と一体に設けられ、前記各側板３４と底部３５とにより形成される上向き開口凹部３６が形成されている。前記の側板３４の上部に亘ってジベル用鉄筋３７が露出するように各側板３４に埋め込み固定されている。前記の底部３５には、アンカーボルト挿通孔からなる端部縦孔１１が設けられている。   Next, one form of the precast string 2 used in the present invention will be described with reference to FIGS. 3 to 5. Side plates 34 and a bottom portion 35 integrally connected to these side plates 34 are provided integrally with the intermediate portion side of the precast string 2, and an upward opening recess 36 formed by each side plate 34 and the bottom portion 35 is provided. Is formed. The gibber rebar 37 is embedded and fixed to each side plate 34 so as to expose the upper portion of the side plate 34. The bottom 35 is provided with an end vertical hole 11 formed of an anchor bolt insertion hole.

また、プレキャスト縦桁２の本体側の上部には、開口部に向かって部材長手方向に突出するように上部連結用鉄筋３８および下部連結用鉄筋３９が上下方向に間隔をおくと共に、プレキャスト縦桁２の幅方向に間隔をおいて複数設けられている。   Further, at the upper part on the main body side of the precast stringer 2, an upper connecting bar 38 and a lower connecting bar 39 are vertically spaced so as to protrude in the longitudinal direction of the member toward the opening, and the precast stringer Two or more are provided at intervals in the width direction.

前記のようにプレキャスト縦桁２の端部には、ジベル鉄筋３７と上部連結用鉄筋３８および下部連結用鉄筋３９が設けられているので、プレキャスト縦桁２とプレキャスト横桁１との間で、プレキャスト縦桁２端部の上部を埋め込むように打設される連結部コンクリート８により一体化が容易にされている。   As described above, since the end of the precast stringer 2 is provided with the gibber reinforcing bar 37, the upper connecting reinforcing bar 38 and the lower connecting reinforcing bar 39, between the precast stringer 2 and the precast stringer 1, Integration is facilitated by the connecting part concrete 8 that is placed so as to bury the upper part of the two ends of the precast stringer.

また、プレキャスト縦桁２の底部３５にアンカーボルト挿通孔からなる端部縦孔１１が設けられているので、プレキャスト横桁１における連結スリーブ９に、プレキャスト縦桁２側から連結雄ねじ軸部付きの縦ボルト１２を連結すると共に支圧板あるいは定着用ナット１３等の定着具により、プレキャスト縦桁２をプレキャスト横桁１に定着可能にされている。   Moreover, since the end vertical hole 11 which consists of an anchor bolt insertion hole is provided in the bottom part 35 of the precast vertical beam 2, the connection sleeve 9 in the precast horizontal beam 1 has a connection male screw shaft portion from the precast vertical beam 2 side. The precast vertical beam 2 can be fixed to the precast horizontal beam 1 by connecting a vertical bolt 12 and a fixing tool such as a bearing plate or a fixing nut 13.

なお、プレキャスト縦桁２をプレキャスト横桁１に連結する形態としては、図１５に示すように、プレキャスト縦桁２の側板３４の端部に、橋軸直角方向が軸方向となるように配置されるボルトにより連結可能なように、橋軸直角方向のボルト挿通用横孔を上下方向に間隔をおいて設ける形態としてもよく、あるいは、図１６に示すように、プレキャスト縦桁２の端部に、コンクリート用ジベルを備えた連結用縦板２６における前記コンクリートジベル２５を配置して、無収縮モルタルあるいはコンクリートあるいは接着材を充填して連結するようにしてもよく、または、図１７に示すように、プレキャスト縦桁２の端部に、縦壁４０を設け、その縦壁４０に橋軸方向が軸方向となるように配置されるボルトにより連結可能なように、橋軸方向に延長するボルト挿通用横透孔２９を設ける形態としてもよい。   In addition, as a form which connects the precast vertical beam 2 to the precast horizontal beam 1, as shown in FIG. 15, it arrange | positions at the edge part of the side plate 34 of the precast vertical beam 2 so that a bridge-axis perpendicular direction may turn into an axial direction. It is also possible to form a bolt insertion transverse hole in the direction perpendicular to the bridge axis at intervals in the vertical direction so that it can be connected by a bolt, or at the end of the precast stringer 2 as shown in FIG. The concrete diver 25 in the connecting vertical plate 26 provided with a concrete diver may be disposed and connected by filling with non-shrink mortar, concrete, or adhesive, or as shown in FIG. The longitudinal direction of the bridge is such that a longitudinal wall 40 is provided at the end of the precast stringer 2 and can be connected to the longitudinal wall 40 by a bolt arranged so that the axial direction of the bridge is the axial direction. It may form to provide a bolt for YokoToruana 29 extending.

次に、前記のようなプレキャスト横桁とプレキャスト縦桁とを備えた橋梁３を施工する場合には、次の（１）〜（９）の手順により施工される。   Next, when constructing the bridge 3 provided with the precast cross girder and the precast girder as described above, it is constructed by the following procedures (1) to (9).

（１）先ず、図７（ａ）〜図１０、特に図７（ａ）および図１０に示すように、橋脚または橋台等の下部構造物４上に、橋軸直角方向から見て、１点支承となるように、橋軸直角方向に間隔をおいて複数の支承装置５を設置し、また、下部構造物４上には、適宜、プレキャスト縦桁２の端部を仮支持するための仮支持部材４２を設ける。
前記の仮支持部材４２は、プレキャスト横桁１とプレキャスト縦桁２が一体化された後に、撤去可能な仮設支持部材であり、例えば、一方に下降するように傾斜する傾斜下面を有する上部部材と、一方に上昇するように傾斜する傾斜上面を有する下部部材との間に一方に下降するように傾斜する傾斜上面を有すると共に一方に上昇するように傾斜する傾斜下面を有する傾斜方向が上下対称なクサビ部材を上部部材および下部部材の間に挟むように重ねて組み合わせ、前記クサビ部材にボルト挿通孔を設けてボルトによりクサビ部材を引くようにして押し込むことにより、上部部材と下部部材を上下方向に離反または接近させることにより、縦桁支承フランジ６を安定した状態で支持可能な装置である。
もっとも、前記のような装置以外にも、高さ調整可能な機械式あるいはフラットジャッキあるいは油圧式ジャッキ、あるいはチェンソーなどにより切断可能なモルタルブロック支承部等などを用いることもできるが、再利用可能なほうが安価である。
（２）前記のようにして、橋脚あるいは橋台等の下部構造物４上に、プレキャスト横桁１を設置した後、プレキャスト縦桁２を橋軸直角方向に近接して並列するように、橋軸方向に間隔をおいて隣り合うプレキャスト横桁１の縦桁支承フランジ６上に渡って配置する。
前記のプレキャスト縦桁２を配置する場合には、適宜無収縮モルタル４３あるいは感圧硬化ゴム４４を設けて、プレキャスト縦桁２端部を均一に支承するようにする。
（３）縦連結スリーブ９あるいは横連結スリーブ１４に、それぞれ、縦アンカーボルト１２あるいは横アンカーボルトとしての主桁接続鉄筋１５を連結し、プレキャスト縦桁２側の主桁鉄筋６４と番線等により結束する。
（４）プレキャスト縦桁２におけるアンカーボルト挿通孔９に無収縮モルタル等のモルタルを充填する。
（５）プレキャスト縦桁２における上部鉄筋３８あるいは下部鉄筋３９に渡って、それぞれ上部接続用鉄筋４５および下部接続用鉄筋４６および上向き開口凹部３６にＵ字状鉄筋等を配置し、溶接または番線等により結束する。また橋軸方向に間隔をおくと共に橋軸直角方向に延長するように上部前後方向鉄筋４７および下部前後方向鉄筋４８を配筋し、溶接または番線等により結束する。
（６）橋軸直角方向に隣接するプレキャスト縦桁２下面に適宜型枠（図示を省略）を配置すると共に、プレキャスト縦桁２間における横締めＰＣ鋼材挿通孔間に適宜シース（図示を省略した）を配置して、プレキャスト横桁１および各プレキャスト縦桁２に渡って連結部コンクリート８としてのコンクリートからなる硬化性材料を打設すると共に、隣合うプレキャスト縦桁２間の目地部にモルタルまたは無収縮モルタルからなる硬化性充填材を充填・硬化する。これにより、プレキャスト横桁１と複数のプレキャスト縦桁２とを剛結合して、一体化する。なお、プレキャスト横桁１が逆Ｔ字状である場合には、橋軸方向にプレキャスト横桁１およびコンクリートからなる硬化性材料およびこれに埋め込み配置される鉄筋あるいはアンカーボルト等により一体化され、桁の連続一体化が図られる。
（７）連結用コンクリートからなる硬化性充填材４９およびプレキャスト縦桁２間のモルタル等が硬化した後、各プレキャスト縦桁２における横締めＰＣ鋼材挿通孔５０に渡って、ＰＣ鋼材５５を挿通配置し、橋軸直角方向の端部に位置するプレキャスト縦桁２の端部の凹部に、定着プレート５１および定着金具５２を装着し、ＰＣ鋼材５５を緊張した状態でクサビ５４を押し込んで、横締めし、各プレキャスト縦桁２を一体化する（図６参照）。凹部には、適宜、後埋めモルタル５９を充填して防錆を図る。
（８）その後、図１２に示すように、プレキャスト横桁１およびプレキャスト縦桁２に渡って舗装５３を設ける。
（９）次いで、下部構造物４上に設けた仮支持部材４２を、適宜、降下させるか適宜高さ低くなるようにして、自動車用道路等の橋体５４を完成する。 (1) First, as shown in FIG. 7 (a) to FIG. 10, particularly FIG. 7 (a) and FIG. 10, on the lower structure 4 such as an abutment or an abutment, one point is seen from the direction perpendicular to the bridge axis. A plurality of support devices 5 are installed at intervals in a direction perpendicular to the bridge axis so as to be supported, and a temporary structure for temporarily supporting the end of the precast stringer 2 is appropriately provided on the lower structure 4. A support member 42 is provided.
The temporary support member 42 is a temporary support member that can be removed after the precast cross beam 1 and the precast vertical beam 2 are integrated, for example, an upper member having an inclined lower surface inclined so as to descend to one side; The tilt direction having a tilted upper surface tilted so as to descend in one direction and a tilted lower surface tilted so as to rise in one direction is vertically symmetrical between the lower member having the tilted upper surface tilted so as to rise in one direction The wedge members are stacked and combined so as to be sandwiched between the upper member and the lower member, and a bolt insertion hole is provided in the wedge member, and the wedge member is pulled by the bolt and pushed in, so that the upper member and the lower member are moved vertically. It is a device that can support the stringer support flange 6 in a stable state by separating or approaching.
Of course, in addition to the above-mentioned devices, a height-adjustable mechanical or flat jack or hydraulic jack, or a mortar block support section that can be cut by a chain saw or the like can be used. Is cheaper.
(2) As described above, after the precast cross girder 1 is installed on the lower structure 4 such as the pier or the abutment, the precast vertical girder 2 is arranged close to each other in the direction perpendicular to the bridge axis. It arrange | positions over the vertical beam support flange 6 of the precast cross beam 1 adjacent at intervals in a direction.
When the precast string 2 is disposed, a non-shrink mortar 43 or a pressure-sensitive curing rubber 44 is provided as appropriate so that the end of the precast string 2 is supported uniformly.
(3) A main girder connecting bar 15 as a vertical anchor bolt 12 or a horizontal anchor bolt is connected to the vertical connecting sleeve 9 or the horizontal connecting sleeve 14, respectively, and bundled by a main girder reinforcing bar 64 on the precast vertical girder 2 side and a wire or the like. To do.
(4) The anchor bolt insertion hole 9 in the precast string 2 is filled with mortar such as non-shrink mortar.
(5) U-shaped reinforcing bars and the like are arranged in the upper connecting reinforcing bar 45, the lower connecting reinforcing bar 46, and the upward opening recess 36 over the upper reinforcing bar 38 or the lower reinforcing bar 39 in the precast stringer 2, respectively, and welding or wire To unite. Further, the upper front / rear direction reinforcing bar 47 and the lower front / rear direction reinforcing bar 48 are arranged so as to extend in the direction perpendicular to the bridge axis while being spaced apart in the bridge axis direction, and are bound by welding or wire.
(6) An appropriate formwork (not shown) is disposed on the lower surface of the precast stringer 2 adjacent in the direction perpendicular to the bridge axis, and a sheath (not shown) is appropriately inserted between the horizontal fastening PC steel material insertion holes between the precast stringers 2. ) Is placed, and a curable material made of concrete as the connecting portion concrete 8 is placed over the precast cross beam 1 and each precast cross beam 2, and mortar or Fills and cures a curable filler made of non-shrink mortar. Thereby, the precast cross beam 1 and the plurality of precast vertical beams 2 are rigidly coupled and integrated. In the case where the precast cross beam 1 has an inverted T shape, the precast cross beam 1 and the curable material made of concrete are integrated in the direction of the bridge axis and the reinforcing bars or anchor bolts or the like embedded in the girder. Are continuously integrated.
(7) After the curable filler 49 made of connecting concrete and the mortar between the precast stringers 2 have hardened, the PC steel material 55 is inserted through the transversely tightened PC steel material insertion holes 50 in each precast stringer 2. Then, the fixing plate 51 and the fixing metal fitting 52 are mounted in the concave portion at the end of the precast stringer 2 positioned at the end perpendicular to the bridge axis. Then, the precast stringers 2 are integrated (see FIG. 6). The recess is appropriately filled with post-filling mortar 59 to prevent rust.
(8) Then, as shown in FIG. 12, the pavement 53 is provided over the precast cross beam 1 and the precast vertical beam 2.
(9) Next, the temporary support member 42 provided on the lower structure 4 is appropriately lowered or appropriately lowered to complete the bridge body 54 such as an automobile road.

前記のような橋梁工法は、新設の橋梁の構築にも、既設の橋梁の改良更新工法としても適用することができる。   The bridge construction method as described above can be applied to the construction of a new bridge as well as the improvement / update method of an existing bridge.

本発明を既設の橋の架け替えに適用する場合、例えば、既設の中空床版橋における中空床版と鋼製支承を撤去して、本発明のプレキャスト横桁とプレキャスト縦桁とを備えた橋梁としてもよい。   When the present invention is applied to the replacement of an existing bridge, for example, a bridge provided with the precast cross girder and the precast stringer of the present invention by removing the hollow floor slab and the steel support in the existing hollow floor slab bridge It is good.

図示の形態では、２径間に渡り、プレキャスト縦桁２をプレキャスト横桁１およびコンクリートを介して剛結合して連続化する形態を示したが、３径間以上連続化する場合には、断面逆Ｔ形のプレキャスト横桁１を適宜プレキャスト縦桁２間に配置するようにすればよい。   In the form shown in the figure, the form in which the precast stringer 2 is rigidly coupled and continuous through the precast beam 1 and concrete over two diameters is shown. The inverted T-shaped precast cross beam 1 may be appropriately disposed between the precast vertical beams 2.

前記のように、本発明によると、下部構造物上に支承装置を介して橋軸直角方向に延長するようにプレキャスト横桁を設け、前記プレキャスト横桁は、橋軸直角方向に連続すると共に橋軸方向に張り出す縦桁支承フランジを備え、間隔をおいて対抗するプレキャスト横桁の縦桁支承フランジの上に渡って、プレキャスト縦桁を並列に複数架設され、各プレキャスト縦桁の端部に渡って打設されたコンクリートにより、プレキャスト横桁とプレキャスト縦桁の端部とが一体化されているので、プレキャスト横桁を支持する支承は、橋軸直角方向から見て、橋軸方向に１つの支承による１点で支承することができ、従来のように、下部構造物上に位置する各プレキャスト縦桁端部をそれぞれ独立した２つの支承の２点で支承する場合に比べて、（１）支承数の大幅な低減によるコスト縮減が可能になり、（２）工期が短縮することができ、（３）支承が１つでよいため設置面積が少なくなり橋脚断面の寸法低減などが図れる等の効果がある。また、既設の支承および上部構造の架替え時に適用する場合においても工期短縮が可能になる。   As described above, according to the present invention, the precast cross beam is provided on the lower structure so as to extend in the direction perpendicular to the bridge axis via the support device, and the precast cross beam is continuous in the direction perpendicular to the bridge axis and the bridge. A stringer flange that protrudes in the axial direction is provided, and a plurality of precast stringers are installed in parallel over the stringer flanges of the precast stringers that oppose each other at intervals. Since the precast cross beam and the end of the precast cross beam are integrated by the concrete cast across, the support supporting the precast cross beam is 1 in the bridge axis direction when viewed from the direction perpendicular to the bridge axis. Compared with the case where each precast stringer end located on the lower structure is supported by two independent two bearings, as in the conventional case, ) Cost can be reduced by greatly reducing the number of bearings, (2) The construction period can be shortened, (3) Since only one bearing is required, the installation area is reduced and the size of the pier cross section can be reduced, etc. There is an effect. In addition, the construction period can be shortened when applied when replacing existing bearings and superstructures.

また、本発明によると、プレキャスト横桁は、横桁本体の下部両側における一方または両方に、橋軸方向に張り出す縦桁支承フランジを備えたプレキャスト横桁であるので、プレキャスト横桁の構造が簡単であると共に、プレキャスト横桁の縦桁支承フランジを利用してプレキャスト縦桁を容易に設置することができる効果が得られる。   Further, according to the present invention, the precast cross beam is a precast cross beam having a vertical beam support flange projecting in the bridge axis direction on one or both of the lower sides of the cross beam body. In addition to being simple, it is possible to obtain an effect that the precast stringer can be easily installed by using the stringer support flange of the precast stringer.

さらに本発明によると、橋軸直角方向に連続すると共に橋軸方向に張り出す縦桁支承フランジを備えたプレキャスト横桁を、下部構造物上に仮支持部材および橋軸直角方向視で１点の支承装置を介して橋軸直角方向に延長するように仮保持した状態で設け、次いで、間隔をおいて対抗する前記プレキャスト横桁の縦桁支承フランジの上に渡って、プレキャスト縦桁を並列して複数架設し、その後、プレキャスト横桁と各プレキャスト縦桁の端部とに亘ってコンクリートを打設してこれらを一体化するので、簡単な工法により、支承装置の数を半減しした橋梁を施工することができ、また施工も簡単で施工工期を短縮することができ、施工コストも低減すことができる等の効果が得られる。支承が１つでよいため設置面積が少なくなり橋脚断面の寸法低減などが図れる等の効果がある。また、既設の支承および上部構造の架替え時に適用する場合においても工期短縮が可能になる。   Furthermore, according to the present invention, a precast cross girder having a vertical girder support flange that is continuous in the direction perpendicular to the bridge axis and projects in the direction of the bridge axis is provided on the lower structure with a temporary support member and one point in the direction perpendicular to the bridge axis. It is provided in a state of being temporarily held so as to extend in the direction perpendicular to the bridge axis via the support device, and then the precast stringers are juxtaposed over the stringer support flanges of the precast stringers that are opposed to each other at intervals. After that, the concrete is cast over the precast cross beam and the end of each precast cross beam, and these are integrated to form a bridge that reduces the number of support devices by half. Construction can be performed, construction is simple, construction construction period can be shortened, and construction costs can be reduced. Since only one support is required, the installation area is reduced, and the size of the pier cross section can be reduced. In addition, the construction period can be shortened when applied when replacing existing bearings and superstructures.

（ａ）はプレキャスト横桁とプレキャスト縦桁とを備えた本発明の一実施形態の橋梁を構築している状態を示す斜視図である。（ｂ）はプレキャスト横桁とプレキャスト縦桁とを備えた本発明の他の実施形態の橋梁を構築している状態を示す斜視図である。(A) is a perspective view which shows the state which is building the bridge of one Embodiment of this invention provided with the precast cross beam and the precast vertical beam. (B) is a perspective view which shows the state which is building the bridge of other embodiment of this invention provided with the precast cross beam and the precast vertical beam. 本発明の橋梁を示すものであって、（ａ）は橋軸方向から見た縦断正面図、（ｂ）は橋軸直角方向からみた縦断側面図である。BRIEF DESCRIPTION OF THE DRAWINGS It shows the bridge of this invention, Comprising: (a) is a longitudinal front view seen from the bridge axis direction, (b) is a longitudinal side view seen from the bridge axis perpendicular direction. 図１（ｂ）の一部を拡大すると共に一部を切り替えて示す縦断側面図である。It is a vertical side view which expands a part of FIG.1 (b), and switches and shows a part. 図１（ａ）または図３に示す本発明の橋梁の一部横断平面図である。It is a partial cross-sectional top view of the bridge of this invention shown to Fig.1 (a) or FIG. 図４におけるプレキャスト縦桁端部付近で切断して示す縦断正面図である。It is a longitudinal front view cut | disconnected and shown in the precast stringer end vicinity in FIG. 横締め定着部付近を拡大して示す縦断正面図である。FIG. 4 is a longitudinal front view showing an enlarged vicinity of a lateral fastening fixing portion. （ａ）は本発明の一実施形態の橋梁を構築している途中の状態を示す斜視図、（ｂ）は他の形態の橋梁を構築している状態を示す斜視図である。(A) is a perspective view which shows the state in the middle of constructing the bridge of one Embodiment of this invention, (b) is a perspective view which shows the state which is constructing the bridge of another form. 図７（ａ）の平面図である。FIG. 8 is a plan view of FIG. 図８におけるプレキャスト縦桁端部付近で切断して示す縦断正面図である。It is a longitudinal front view cut and shown in the vicinity of the end portion of the precast stringer in FIG. 図７におけるプレキャスト横桁１およびプレキャスト縦桁２付近を示す縦断側面壁図である。It is a vertical side wall figure which shows the precast cross beam 1 and the precast vertical beam 2 vicinity in FIG. 図１０に示す状態からアンカーボルトおよび上部鉄筋等を配筋した状態を示す縦断側面図である。It is a vertical side view which shows the state which arranged the anchor bolt, the upper reinforcement, etc. from the state shown in FIG. プレキャスト横桁およびプレキャスト縦桁に亘ってコンクリートを打設すると共に、プレキャスト縦桁に渡って横締めＰＣ鋼材を挿通して緊張定着し、舗装を敷設した状態を示す縦断側面図である。It is a vertical side view showing a state where concrete is cast over a precast cross beam and a precast vertical beam, and a PC steel material is inserted and tightened across the precast vertical beam, and the pavement is laid. 本発明の実施形態において使用されるアンカーボルトを示す図である。It is a figure which shows the anchor bolt used in embodiment of this invention. 断面逆Ｔ字状のプレキャスト横桁の断面図である。It is sectional drawing of the precast cross beam of a cross-section reverse T-shape. プレキャスト横桁とプレキャスト縦桁の連結手段の他の形態を示す一部縦断側面図である。It is a partially vertical side view which shows the other form of the connection means of a precast cross beam and a precast vertical beam. プレキャスト横桁とプレキャスト縦桁の連結手段のさらに他の形態を示す一部縦断側面図である。It is a partially longitudinal side view which shows the further another form of the connection means of a precast cross beam and a precast vertical beam. プレキャスト横桁とプレキャスト縦桁の連結手段のさらに他の形態を示す一部縦断側面図である。It is a partially longitudinal side view which shows the further another form of the connection means of a precast cross beam and a precast vertical beam. 断面Ｌ字状のプレキャスト横桁の断面図である。It is sectional drawing of the precast cross beam of a cross-section L shape. 断面Ｌ字状のプレキャスト横桁の他の部分の断面図である。It is sectional drawing of the other part of the cross section L-shaped precast cross beam. 断面Ｌ字状のプレキャスト横桁の落橋防止装置付近の断面図である。It is sectional drawing of the bridge | bridging prevention apparatus vicinity of the precast cross girder of L-shaped cross section. （ａ）および（ｂ）従来のプレキャスト桁の橋梁を示す斜視図である。(A) And (b) It is a perspective view which shows the bridge | bridging of the conventional precast girder.

符号の説明Explanation of symbols

１ プレキャスト横桁
１ａ 横桁本体
２ プレキャスト縦桁
３ 橋梁
４ 下部構造物
５ 支承装置
６ 縦桁支承フランジ
７ ＰＣ鋼材
８ 連結部コンクリート
９ 縦連結スリーブ
９ａ インサート
１０ アンカーボルト
１１ 端部縦孔
１２ 縦ボルト
１３ ナット
１４ 横連結スリーブ
１４ａ インサート
１４ｂ アンカーボルト
１５ 主桁接続用鉄筋
１６ アンカーバー
１７ アンカーバー挿入孔
１８ アンカーバー頭部収納用下向き開孔凹部
１９ 落橋防止用縦棒材
２０ 落橋防止用縦棒材収納用下向き開孔凹部
２１ 下向き突出部
２２ 連結板
２３ 連結用ボルト
２４ ナット
２５ コンクリート用ジベル
２６ 連結用縦板
２７ ねじ棒
２８ カップリング
２９ 透孔
３０ ボルト配置用凹部
３１ 連結用ねじ鋼棒
３２ 支圧板
３３ ナット
３４ 側板
３５ 底部
３６ 上向き開口凹部
３７ ジベル用鉄筋
３８ 上部連結用鉄筋
３９ 下部連結用鉄筋
４０ 縦壁
４２ 仮支持部材
４３ 無収縮モルタル
４４ 感圧硬化ゴム
４５ 上部接続用鉄筋
４６ 下部接続用鉄筋
４７ 上部前後方向鉄筋
４８ 下部前後方向鉄筋
４９ 硬化性充填材
５０ 横締めＰＣ鋼材挿通孔
５１ 定着プレート
５２ 定着金具
５３ 舗装
５４ クサビ
５５ ＰＣ鋼材
５９ 後埋めモルタル
６１ 単純桁
６２ インサート
６３ 連結鉄筋 DESCRIPTION OF SYMBOLS 1 Precast cross-girder 1a Cross-girder main body 2 Pre-cast vertical girder 3 Bridge 4 Substructure 5 Bearing device 6 Girder support flange 7 PC steel material 8 Connection part concrete 9 Vertical connection sleeve 9a Insert 10 Anchor bolt 11 End part vertical hole 12 Vertical bolt 13 Nut 14 Lateral connecting sleeve 14a Insert 14b Anchor bolt 15 Reinforcing bar 16 Main bar connection anchor 16 Anchor bar 17 Anchor bar insertion hole 18 Downward opening recess for anchor bar head storage 19 Vertical bar member 20 for preventing falling bridge 20 Downward recessed recess 21 for storage Downward projecting portion 22 Connecting plate 23 Connecting bolt 24 Nut 25 Concrete gibber 26 Connecting vertical plate 27 Screw rod 28 Coupling 29 Through hole 30 Recessed portion for bolt arrangement 31 Screw steel rod 32 for connection Pressure plate 33 Nut 34 Side plate 35 Bottom 36 Opening recess 37 Reinforcing bar 38 Upper connecting bar 39 Lower connecting bar 40 Vertical wall 42 Temporary support member 43 Non-shrink mortar 44 Pressure-sensitive hardened rubber 45 Upper connecting bar 46 Lower connecting bar 47 Upper longitudinal bar 48 Lower longitudinal bar 49 Curing filler 50 Side-tightening PC steel material insertion hole 51 Fixing plate 52 Fixing bracket 53 Pavement 54 Wedge 55 PC steel material 59 Backfill mortar 61 Simple girder 62 Insert 63 Connecting rebar

Claims (3)

下部構造物上に橋軸直角方向視で１点の支承装置を介して橋軸直角方向に延長するようにプレキャスト横桁を設け、前記プレキャスト横桁は、橋軸直角方向に連続すると共に橋軸方向に張り出す縦桁支承フランジを備え、間隔をおいて対抗する前記プレキャスト横桁の縦桁支承フランジの上に渡って、無収縮モルタルあるいは感圧硬化ゴムを介してプレキャスト縦桁が並列に複数架設され、各プレキャスト縦桁の端部に亘って打設されたコンクリートにより、プレキャスト横桁と各プレキャスト縦桁の端部とが一体化されていることを特徴とするプレキャスト横桁とプレキャスト縦桁とを備えた橋梁。 A precast cross girder is provided on the substructure so as to extend in a direction perpendicular to the bridge axis through a single bearing device when viewed in a direction perpendicular to the bridge axis. A plurality of precast stringers arranged in parallel through non-shrink mortar or pressure-sensitive cured rubber over the stringer flanges of the precast transverse girders, which have flanges that protrude in the direction and are opposed to each other at intervals. Precast cross beam and precast stringer characterized in that the precast cross beam and the end of each precast stringer are integrated with concrete that is erected and placed over the end of each precast stringer A bridge with 前記プレキャスト横桁は、横桁本体の下部両側における一方または両方に、橋軸方向に張り出す縦桁支承フランジを備えたプレキャスト横桁であることを特徴とする請求項１に記載のプレキャスト横桁とプレキャスト縦桁とを備えた橋梁。   The precast cross beam according to claim 1, wherein the precast cross beam is a precast cross beam having a vertical beam support flange projecting in a bridge axis direction on one or both of the lower sides of the cross beam main body. And a bridge with precast stringers. 橋軸直角方向に連続すると共に橋軸方向に張り出す縦桁支承フランジを備えたプレキャスト横桁を、下部構造物上に仮支持部材および橋軸直角方向視で１点の支承装置を介して橋軸直角方向に延長するように仮保持した状態で設け、次いで、間隔をおいて対抗する前記プレキャスト横桁の縦桁支承フランジの上に渡って、無収縮モルタルあるいは感圧硬化ゴムを介してプレキャスト縦桁を並列して複数架設し、その後、プレキャスト横桁と各プレキャスト縦桁の端部とに亘ってコンクリートを打設してこれらを一体化することを特徴とするプレキャスト横桁とプレキャスト縦桁とを備えた橋梁の施工法。 A precast cross girder having a vertical girder support flange that extends in the direction perpendicular to the bridge axis and extends in the direction of the bridge axis is bridged on the lower structure via a temporary support member and one point of support device as viewed in the direction perpendicular to the bridge axis. It is provided in a state of being temporarily held so as to extend in a direction perpendicular to the axis, and then precast via a non-shrink mortar or pressure-sensitive cured rubber over the flange support flange of the precast cross-girder that opposes at a distance. Precast cross beams and precast cross beams characterized in that a plurality of parallel beams are installed in parallel, and then concrete is cast over the precast cross beams and the end of each precast cross beam. The construction method of the bridge equipped with.
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