JP2008297900A

JP2008297900A - Filling portion and construction method therefor

Info

Publication number: JP2008297900A
Application number: JP2008234361A
Authority: JP
Inventors: Tadashi Yoshikawa; 正吉川; Takeshi Narahara; 健楢原; Tomoyuki Uo; 朋之宇尾; Kenichi Suzuki; 健一鈴木; Keita Masumoto; 恵太桝本; Nobuhide Sano; 演秀佐野; Moriyuki Shimai; 森幸嶋井; Yutaka Kotaki; 裕小滝; Shinji Muroi; 進次室井; Koichiro Ono; 幸一郎小野
Original assignee: Kajima Corp; Nippon Steel Engineering Co Ltd; Nippon Steel Bridge Co Ltd
Current assignee: Kajima Corp; Nippon Steel Engineering Co Ltd; Nippon Steel Bridge Co Ltd
Priority date: 2008-09-12
Filing date: 2008-09-12
Publication date: 2008-12-11
Anticipated expiration: 2023-03-31
Also published as: JP4937979B2

Abstract

<P>PROBLEM TO BE SOLVED: To provide a filling portion and a construction method therefor, which enable a construction of the filling portion in a narrow regular working area. <P>SOLUTION: Two rows of T-type precast protecting walls 43 are placed in a planned location of a filling portion 23 to form a base panel 71, where a backfilling material 61 is placed. An L-type precast protecting wall 65 is placed on one edge of the base panel 71 to form a side 73, where backfilling is performed with a backfilling material 67. The L-type precast protecting wall 65 is also placed on the other edge of the base panel 71, where backfilling is performed with the backfilling material 67. Hence the filling portion 23 is constructed. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

本発明は、盛土部の構築方法、盛土部に関するものである。 The present invention relates to a method for constructing a bank and a bank.

従来、都市部における道路の平面交差は、交通渋滞の大きな原因となっている。そこで、交差部の通過交通と右折左折交通を立体化することにより、通過交通を減速あるいは停止させることなく通過させることが可能となる。従来、オーバーパスの立体交差を短期間で施工する方法がある（例えば、特許文献１参照）。
特願２００１−３９６９４６号公報 Conventionally, road intersections in urban areas have been a major cause of traffic congestion. Therefore, by making the passing traffic at the intersection and the right turn and left turn traffic three-dimensional, it is possible to pass the passing traffic without decelerating or stopping. Conventionally, there is a method of constructing an overpass solid intersection in a short period of time (see, for example, Patent Document 1).
Japanese Patent Application No. 2001-396946

しかしながら、構造物幅が８．５ｍ以上の片側２車線の立体交差を構築する際には、９〜１０ｍ以上の幅の作業帯が必要となる。都市部の道路では昼間の通行制限は難しく、広い常設作業帯が確保できない場合、工法として成立しない。 However, when constructing a solid intersection of two lanes on one side with a structure width of 8.5 m or more, a work zone with a width of 9 to 10 m or more is required. It is difficult to restrict daytime traffic on urban roads, and if a large permanent work zone cannot be secured, it will not be established as a construction method.

本発明は、このような問題に鑑みてなされたもので、その目的とするところは、狭い常設作業帯で施工可能な盛土部の構築方法、盛土部を提供することにある。 This invention is made | formed in view of such a problem, The place made into the objective is to provide the construction method and embankment part of the embankment part which can be constructed in a narrow permanent work zone.

前述した目的を達成するための第１の発明は、２列の先行する側部および底版部を形成する工程（ａ）と、前記先行する側部の間に第１の埋め戻し材を充填する工程（ｂ）と、前記底版部の片側の縁に第１の本設側部を形成する工程（ｃ）と、前記先行する側部と前記第１の本設側部の間に第２の埋め戻し材を充填する工程（ｄ）と、前記底版部のもう一方の縁に第２の本設側部を形成する工程（ｅ）と、前記先行する側部と前記第２の本設側部の間に第３の埋め戻し材を充填する工程（ｆ）とを具備することを特徴とする盛土部の構築方法である。 The first invention for achieving the above-described object is the step (a) of forming two rows of preceding side portions and bottom plate portions, and the first backfill material is filled between the preceding side portions. A step (b), a step (c) of forming a first permanent side portion at one edge of the bottom plate portion, and a second gap between the preceding side portion and the first permanent side portion. A step (d) of filling a backfill material, a step (e) of forming a second permanent side portion on the other edge of the bottom plate portion, the preceding side portion and the second permanent side And a step (f) of filling a third backfilling material between the portions.

盛土部を構築するための施工ヤードが狭い場合には、工程（ｃ）および工程（ｄ）によって盛土部上に少なくとも２車線を確保した後、工程（ｅ）および工程（ｆ）を行う。施工ヤードが十分な場合には、工程（ｃ）から工程（ｄ）と、工程（ｅ）から工程（ｆ）を並行して行ってもよい。 When the construction yard for constructing the embankment is narrow, after securing at least two lanes on the embankment by the steps (c) and (d), the steps (e) and (f) are performed. When the construction yard is sufficient, the process (c) to the process (d) and the process (e) to the process (f) may be performed in parallel.

２列の先行する側部は、橋軸直角方向の断面が逆Ｔ字型またはＬ字型のプレキャスト部材を２列に並べて形成される。または、矢板を２列に並べて形成してもよい。底版部は、プレキャスト部材や矢板を設置した後、現場打ちコンクリートを打設して形成される。 Two rows of preceding side portions are formed by arranging pre-cast members whose cross-sections in the direction perpendicular to the bridge axis are inverted T-shaped or L-shaped in two rows. Or you may form a sheet pile in 2 rows. The bottom plate portion is formed by placing a precast member and a sheet pile and then placing cast-in-place concrete.

第１の本設側部および第２の本設側部は、橋軸直角方向の断面がＬ字型のプレキャスト部材を、底版部上に配置して形成される。 The first permanent side portion and the second permanent side portion are formed by disposing a precast member having an L-shaped cross section in the direction perpendicular to the bridge axis on the bottom plate portion.

第１の埋め戻し材、前記第２の埋め戻し材、前記第３の埋め戻し材は、軽量骨材、軽量材とジオテキスタイル、発泡プラスチック等である。埋め戻し材は、人力で設置できるような軽量のものとするのが望ましい。 The first backfill material, the second backfill material, and the third backfill material are lightweight aggregates, lightweight materials and geotextiles, foamed plastics, and the like. The backfill material is preferably lightweight so that it can be installed manually.

第１の発明では、まず、先行する側部および底版部を形成し、先行する側部の間に埋め戻し材を充填する。そして、先行する側部の外側に本設側部を形成し、先行する側部と本設側部の間にも埋め戻し材を充填する。本設側部は、施工場所の条件に応じて、片側ずつ形成してもよいし、両側を並行して形成してもよい。 In the first invention, first, the leading side portion and the bottom plate portion are formed, and the backfill material is filled between the preceding side portions. Then, the main side is formed outside the leading side, and the backfill material is filled between the leading side and the main side. The main side may be formed one side at a time, or both sides may be formed in parallel, depending on the conditions of the construction site.

第２の発明は、第１の発明の盛土部の構築方法を用いて構築された盛土部である。 2nd invention is the embankment part constructed | assembled using the construction method of the embankment part of 1st invention.

本発明によれば、狭い常設作業帯で施工可能な盛土部の構築方法、盛土部を提供できる。 ADVANTAGE OF THE INVENTION According to this invention, the construction method and embankment part of the embankment part which can be constructed with a narrow permanent work zone can be provided.

以下、図面に基づいて、本発明の実施例を詳細に説明する。図１は、道路橋１の平面図、図２は、道路橋１の立面図を示す。図１に示すように、道路橋１は、基礎である支持杭５、フーチング７、側径間桁１３、中央径間桁１５、橋脚１７、橋台１９、盛土部２３等からなる。 Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings. FIG. 1 is a plan view of the road bridge 1, and FIG. 2 is an elevation view of the road bridge 1. As shown in FIG. 1, the road bridge 1 includes a support pile 5, a footing 7, a side span girder 13, a central span girder 15, a bridge pier 17, an abutment 19, a banking portion 23, and the like.

図３は、道路橋１の構築方法を示すフローチャート、図４は、側径間主桁２５を組み立てた状態の平面図、図５は側径間主桁２５をジャッキアップする前の状態の立面図を示す。以下に、図３のフローチャートを用いて、道路３（図１）上に道路橋１を構築する方法について説明する。 3 is a flowchart showing a construction method of the road bridge 1, FIG. 4 is a plan view of the side span main girder 25 assembled, and FIG. 5 is a state before the side span main girder 25 is jacked up. A plane view is shown. Below, the method of constructing the road bridge 1 on the road 3 (FIG. 1) is demonstrated using the flowchart of FIG.

図４に示す道路橋１の計画位置３７に道路橋１を構築するには、まず、道路３上に確保された夜間作業帯３５を使用して、ジャッキ支持杭兼用基礎である支持杭５、フーチング７を構築する（ステップ１０１）。支持杭５およびフーチング７は、ジャッキである昇降装置２７（図５）の支持杭と、橋脚１７や橋台１９の基礎を兼ねるものである。支持杭５は、地盤１１の支持層９まで根入れされる。計画された道路橋１が片側２車線の場合、常設作業帯３３の幅は５〜６ｍ程度、夜間作業帯３５の幅は１２ｍ程度とする。 In order to construct the road bridge 1 at the planned position 37 of the road bridge 1 shown in FIG. 4, first, using the night work zone 35 secured on the road 3, the support pile 5 serving as a jack support pile combined foundation, A footing 7 is constructed (step 101). The support pile 5 and the footing 7 serve as the support pile of the lifting device 27 (FIG. 5) that is a jack and the foundation of the pier 17 and the abutment 19. The support pile 5 is embedded to the support layer 9 of the ground 11. When the planned road bridge 1 has two lanes on one side, the width of the permanent work zone 33 is about 5 to 6 m, and the width of the night work zone 35 is about 12 m.

次に、昇降装置２７及び側径間主桁２５を設置する（ステップ１０２）。側径間主桁２５は、側径間桁１３（図１）の主桁であり、箱桁等とする。側径間主桁２５は、架台（図示せず）等の上で組み立てられる。 Next, the elevating device 27 and the side span main girder 25 are installed (step 102). The side span main girder 25 is the main girder of the side span girder 13 (FIG. 1), and is a box girder or the like. The side span main girder 25 is assembled on a frame (not shown) or the like.

昇降装置２７は、側径間主桁１５のコーナー部に設置された脚２９、脚に取り付けられた駆動装置３１からなる。脚２９は、側径間主桁２５の組み立てと並行して、フーチング７上に設置される。側径間主桁２５は、駆動装置３１を介して脚２９に取り付けられる。 The elevating device 27 includes a leg 29 installed at a corner portion of the side span main girder 15 and a driving device 31 attached to the leg. The legs 29 are installed on the footing 7 in parallel with the assembly of the side span main girder 25. The side span main girder 25 is attached to the leg 29 via the drive device 31.

昇降装置２７の設置や、側径間主桁２５の組み立ては、夜間作業帯３５を使用して行われる。昼間には、常設作業帯３３内で、側径間主桁の溶接や塗装等が行われる。 Installation of the lifting device 27 and assembly of the side span main girder 25 are performed using the night work zone 35. In the daytime, the side span main girder is welded or painted in the permanent work zone 33.

ステップ１０２の後、常設作業帯３３を使用して、側径間主桁２５をジャッキアップする（ステップ１０３）。駆動装置３１は、側径間主桁２５を保持しつつ、脚２９に沿って昇降可能である。ステップ１０３では、昇降装置２７を用いて、図５の矢印Ａに示すように、側径間主桁２５を上昇させる。側径間主桁２５は、張出部４１（図７）を設置した後、その下方で自動車の通行が可能な程度までジャッキアップされる。 After step 102, the side span main girder 25 is jacked up using the permanent work band 33 (step 103). The driving device 31 can move up and down along the legs 29 while holding the side span main beam 25. In step 103, the side span main girder 25 is raised as shown by the arrow A in FIG. After installing the overhang | projection part 41 (FIG. 7), the side span main girder 25 is jacked up to the grade which can pass a motor vehicle under it.

図６は、側径間主桁２５に張出部４１を設置した状態での平面図、図７は、側径間主桁２５の片側に張出部４１を設置した状態での断面図、図８は、側径間主桁２５の両側に張出部４１を設置した状態での断面図を示す。図７、図８は、図６のＢ−ＢまたはＣ−Ｃに示す位置での断面図である。 6 is a plan view in a state where the overhanging portion 41 is installed on the side span main girder 25, and FIG. 7 is a cross-sectional view in a state where the overhanging portion 41 is installed on one side of the side span main girder 25. FIG. 8 is a cross-sectional view in a state where the overhang portions 41 are installed on both sides of the side span main girder 25. 7 and 8 are cross-sectional views at the positions indicated by BB or CC in FIG.

側径間主桁２５をジャッキアップした後、側径間主桁２５に張出部４１を取り付ける（ステップ１０５）。張出部４１は、夜間に作業帯を利用して、片方ずつ取り付ける。図７に示すように、側径間主桁２５の左車線側に張出部４１を固定する際には、夜間には常設作業帯３３を左車線側に拡幅した夜間作業帯３９ａ（図６）を使用し、側径間主桁２５ａ、側径間主桁２５ｂの左車線側の側部にそれぞれ張出部４１ａ、張出部４１ｂを取り付ける。昼間には常設作業帯３３（図６）を使用し、下方の通行に支障のないボルトの本締め、溶接、塗装などの作業を行う。 After jacking up the side span main girder 25, the overhanging portion 41 is attached to the side span main girder 25 (step 105). The overhanging portion 41 is attached one by one using a work zone at night. As shown in FIG. 7, when the overhanging portion 41 is fixed to the left lane side of the side span main girder 25, the night work zone 39a in which the permanent work zone 33 is widened to the left lane side at night (FIG. 6). ) To attach the overhanging portion 41a and the overhanging portion 41b to the left lane side of the side span main girder 25a and the side span main girder 25b, respectively. During the daytime, the permanent work zone 33 (FIG. 6) is used to perform bolt tightening, welding, painting, etc. that do not hinder downward traffic.

同様に、図８に示すように、側径間主桁２５の右車線側に張出部４１を固定する際には、夜間には常設作業帯３３を右車線側に拡幅した夜間作業帯３９ｂを使用し、側径間主桁２５ａ、側径間主桁２５ｂの右車線側の側部にそれぞれ張出部４１ａ、張出部４１ｂを取り付ける。昼間には常設作業帯３３（図６）を使用し、下方の通行に支障のないボルトの本締め、溶接、塗装などの作業を行う。 Similarly, as shown in FIG. 8, when the overhanging portion 41 is fixed to the right lane side of the side span main girder 25, the night work zone 39b in which the permanent work zone 33 is widened to the right lane side at night. The overhanging portion 41a and the overhanging portion 41b are attached to the side portions on the right lane side of the side span main girder 25a and side span main girder 25b, respectively. During the daytime, the permanent work zone 33 (FIG. 6) is used to perform bolt tightening, welding, painting, etc. that do not hinder downward traffic.

図９は、中央径間桁１５を組み立てた状態での平面図、図１０は、中央径間桁１５、盛土部４３、橋脚１７および橋台１９を組み立てる工程での立面図、図１１は、中央径間桁１５を組み立てた状態での断面図を示す。図１１は、図１０のＦ−Ｆによる断面図である。 9 is a plan view in a state where the central span girder 15 is assembled, FIG. 10 is an elevation view in the process of assembling the central span girder 15, the embankment 43, the pier 17 and the abutment 19, and FIG. Sectional drawing in the state which assembled the center span girder 15 is shown. 11 is a cross-sectional view taken along line FF in FIG.

図６、図８に示すように、側径間主桁２５の両側に張出部４１を固定して側径間桁１３を完成させた後、側径間桁１３ａ上に中央径間桁１５を設置する（ステップ１０６）。中央径間桁１５を組み立てる際には、夜間に、夜間作業帯３５（図４）を使用して、側径間桁１３ａ上に軌条設備４９、台車５１を設置し、その上に中央径間桁１５を設置する。昼間には、常設作業帯３３（図４）を使用して、溶接や塗装等の作業を行う。 As shown in FIGS. 6 and 8, after the side span girder 13 is completed by fixing the overhang portions 41 on both sides of the side span main girder 25, the central span girder 15 is placed on the side span girder 13a. Is installed (step 106). When assembling the central span girder 15, at night, using the night work zone 35 (FIG. 4), the rail equipment 49 and the carriage 51 are installed on the side span girder 13a, and the central span is placed thereon. A girder 15 is installed. In the daytime, the permanent work zone 33 (FIG. 4) is used to perform operations such as welding and painting.

中央径間桁１５は、中央径間主桁４７と張出部５３からなる。中央径間桁１５の中央径間主桁４７と張出部５３は、側径間桁１３と同様の分割施工、あるいは同時施工のどちらで組み立ててもよい。 The central span girder 15 includes a central span main girder 47 and an overhang portion 53. The central span main girder 47 and the overhanging portion 53 of the central span girder 15 may be assembled by either the same split construction as the side span girder 13 or simultaneous construction.

ステップ１０６と並行して、側径間桁１３の下方で、ステップ１０１で未施工の残りの杭５およびフーチング７を構築し、続いて、フーチング７上に橋脚１７、橋脚１９を構築する（ステップ１０４）。図１０、図１１に示すように、中央径間桁１３の構築と並行して、側径間桁１３ａの下方では、フーチング７ａ上に橋台１９ａを、フーチング７ｂ上に橋脚１７ａを構築する。また、側径間桁１３ｂの下方では、フーチング７ｃ上に橋脚１７ｂを、フーチング７ｄ上に橋台１９ｂを構築する。ステップ１０４は、夜間、昼間を通して行われる。 In parallel with step 106, under the side span girder 13, the remaining pile 5 and footing 7 that are not yet constructed are constructed in step 101, and then the pier 17 and the pier 19 are constructed on the footing 7 (step) 104). As shown in FIGS. 10 and 11, in parallel with the construction of the central span girder 13, the abutment 19a is constructed on the footing 7a and the pier 17a is constructed on the footing 7b below the side span girder 13a. Further, below the side span girder 13b, the pier 17b is constructed on the footing 7c, and the abutment 19b is constructed on the footing 7d. Step 104 is performed throughout the day at night.

図１２は、橋脚１７および橋台１９上に側径間桁１３を架設した状態での立面図を、図１３は、橋脚１７上に側径間桁１３を架設した状態での断面図を示す。図１３は、図１２のＬ−Ｌによる断面図である。 FIG. 12 is an elevational view in a state where the side span girder 13 is erected on the pier 17 and the abutment 19, and FIG. 13 is a cross-sectional view in a state in which the side span girder 13 is erected on the pier 17. . 13 is a cross-sectional view taken along line LL in FIG.

ステップ１０４、ステップ１０６の後、側径間桁１３を橋脚１７、橋台１９上にジャッキダウンする（ステップ１０７）。図１０に示すように、中央径間桁１５の組み立て、橋脚１７と橋台１９の構築を終えた後、昇降装置２７を用いて、中央径間桁１５を載せた側径間桁１３ａを矢印Ｇに示す方向に下降させ、図１２に示すように、橋脚１７ａ、橋台１９ａ上に架設する。同様に、側径間桁１３ｂを矢印Ｇに示す方向に下降させ、橋脚１７ｂ、橋台１９ｂ上に架設する。 After step 104 and step 106, the side span girder 13 is jacked down on the pier 17 and the abutment 19 (step 107). As shown in FIG. 10, after the assembly of the central span girder 15 and the construction of the pier 17 and the abutment 19 are finished, the side span girder 13a on which the central span girder 15 is placed is indicated by an arrow G using the lifting device 27. And is installed on the pier 17a and the abutment 19a as shown in FIG. Similarly, the side span girder 13b is lowered in the direction indicated by the arrow G, and is installed on the pier 17b and the abutment 19b.

次に、図１２の矢印Ｍに示すように、橋脚１７上に中央径間桁１５を押出し（または引出し）架設する（ステップ１０８）。中央径間桁１５は、軌条設備４９、台車５１、多輪台車６３等を用いて、図１に示すように、橋脚１７ａと橋脚１７ｂの間に架設される。なお、昇降装置２７は、側径間桁１３の架設後、適宜撤去される。ステップ１０７、ステップ１０８を行うときには、３０時間程度の集中工事期間１１３（図３）を設け、昼間に夜間作業帯３５（図４）と同じくらいの作業帯を確保する。 Next, as shown by an arrow M in FIG. 12, the central span girder 15 is extruded (or pulled out) on the bridge pier 17 (step 108). The center span girder 15 is constructed between the bridge pier 17a and the bridge pier 17b as shown in FIG. 1 using the rail equipment 49, the carriage 51, the multi-wheel carriage 63, and the like. The lifting device 27 is appropriately removed after the side span girder 13 is installed. When performing Step 107 and Step 108, an intensive construction period 113 (FIG. 3) of about 30 hours is provided, and a work zone as large as the night work zone 35 (FIG. 4) is secured in the daytime.

ステップ１０５からステップ１０６と並行して、盛土部２３のＴ型プレキャスト擁壁４３を設置し（ステップ１０９）、底版部７１の片側の縁に沿ってＬ型プレキャスト擁壁６５を設置する（ステップ１１０）。 In parallel with Step 105 to Step 106, the T-shaped precast retaining wall 43 of the embankment portion 23 is installed (Step 109), and the L-shaped precast retaining wall 65 is installed along one edge of the bottom plate portion 71 (Step 110). ).

図１４は、盛土部２３の底版部７１を構築した状態での断面図、図１５は、底版部７１の片側の縁に沿ってＬ型プレキャスト擁壁６５を設置した状態での断面図である。図１４は、図９のＤ−ＤまたはＥ−Ｅに示す位置での断面図、図１５は、図１０のＨ−ＨまたはＩ−Ｉに示す位置での断面図である。 FIG. 14 is a cross-sectional view of the embankment portion 23 in a state in which the bottom slab portion 71 is constructed, and FIG. 15 is a cross-sectional view in a state in which an L-shaped precast retaining wall 65 is installed along one edge of the bottom slab portion 71. . 14 is a cross-sectional view at a position indicated by DD or EE in FIG. 9, and FIG. 15 is a cross-sectional view at a position indicated by H-H or II in FIG.

ステップ１０９、ステップ１１０は、例えば、ステップ１０６と並行して行われる。ステップ１０９では、まず、図１４に示すように、道路３の舗装を撤去して地盤１１を掘削し、表層改良部２１を設ける。そして、表層改良部２１上に、断面が逆Ｔ字型のプレキャスト部材であるＴ型プレキャスト擁壁４３を２列に並べて配置し、隣り合うＴ型プレキャスト擁壁４３の水平部材４２の間に現場打ちコンクリート５９を打設して、底版部７１を形成する。 Step 109 and step 110 are performed in parallel with step 106, for example. In step 109, first, as shown in FIG. 14, the pavement of the road 3 is removed, the ground 11 is excavated, and the surface layer improvement part 21 is provided. And on the surface improvement part 21, the T type precast retaining wall 43 which is a precast member with a reverse T-shaped cross section is arranged in two rows, and between the horizontal members 42 of the adjacent T type precast retaining walls 43, the site The bottom concrete portion 71 is formed by casting the cast concrete 59.

そして、２列のＴ型プレキャスト擁壁４３の垂直部材４４の間に埋め戻し材６１を充填し、埋め戻し材６１の上に路盤５５を設置する。２列のＴ型プレキャスト擁壁４３の垂直部材４４は、（先行する）側部として機能する。Ｔ型プレキャスト擁壁４３の垂直部材４４同士の距離は、常設作業帯３３の中で施工可能なように、常設作業帯３３（図１）の幅より狭いものとする。 Then, the backfill material 61 is filled between the vertical members 44 of the two rows of the T-shaped precast retaining walls 43, and the roadbed 55 is installed on the backfill material 61. The vertical members 44 of the two rows of T-shaped precast retaining walls 43 function as (leading) side portions. The distance between the vertical members 44 of the T-shaped precast retaining wall 43 is narrower than the width of the permanent work band 33 (FIG. 1) so that construction can be performed in the permanent work band 33.

埋め戻し材６１には、例えば、軽量骨材、軽量材とジオテキスタイル等を用いる。または、発泡スチロールを用いたＥＰＳ工法により埋め戻しを行ってもよい。 For the backfill material 61, for example, a lightweight aggregate, a lightweight material, a geotextile, or the like is used. Or you may backfill by the EPS construction method using a polystyrene foam.

ステップ１０９では、夜間に夜間作業帯３９ａ、夜間作業帯３９ｂ（図６）を使用してＴ型プレキャスト擁壁４３の設置を行う。埋め戻し材６１の充填等は、常設作業帯３３の外側に覆工盤５７を設置した状態で、昼間に常設作業帯３３を使用して行うのが好ましい。図１４に示すように底版７１を構築した後、昼間は、Ｔ型プレキャスト擁壁４３の両側に、それぞれ２車線が確保される。 In step 109, the T-type precast retaining wall 43 is installed using the night work zone 39a and the night work zone 39b (FIG. 6) at night. The filling of the backfill material 61 is preferably performed using the permanent work band 33 in the daytime with the lining board 57 installed outside the permanent work band 33. After the bottom plate 71 is constructed as shown in FIG. 14, two lanes are secured on both sides of the T-type precast retaining wall 43 in the daytime.

ステップ１１０では、まず、図１５に示すように、底版部７１の片側の縁、すなわち２列に設置されたＴ型プレキャスト擁壁４３のうちの一方の水平部材４２の上にＬ型プレキャスト擁壁６５を設置する。そして、Ｔ型プレキャスト擁壁４３とＬ型プレキャスト擁壁６５との間の空間に埋め戻し材６７を充填し、その上に路盤５５を設置して、舗装工６９を行う。 In step 110, first, as shown in FIG. 15, an L-shaped precast retaining wall is placed on one edge of the bottom plate portion 71, that is, on one horizontal member 42 of T-shaped precast retaining walls 43 installed in two rows. 65 is installed. Then, the backfill material 67 is filled in the space between the T-type precast retaining wall 43 and the L-type precast retaining wall 65, and the roadbed 55 is installed thereon, and the pavement 69 is performed.

ステップ１１０により、盛土部２３の片側では、Ｔ型プレキャスト部材４３の垂直部材４４である先行する側部の外側に、本設の側部７３が形成される。ステップ１１０の後、盛土部２３の両側にはそれぞれ１車線ずつが、盛土部２３の上部には２車線が確保される。 In step 110, on one side of the embankment 23, a permanent side 73 is formed outside the preceding side that is the vertical member 44 of the T-shaped precast member 43. After step 110, one lane is secured on each side of the embankment 23, and two lanes are secured above the embankment 23.

ステップ１１０の後、底版部７１のもう一方の縁に沿ってＬ型プレキャスト擁壁６５を設置し（ステップ１１１）、盛土部２３の埋戻しを行う（ステップ１１２）。
ステップ１１１、ステップ１１２は、例えば、ステップ１０７、ステップ１０８と並行して、集中工事期間１１４中に行われる。 After step 110, an L-shaped precast retaining wall 65 is installed along the other edge of the bottom plate portion 71 (step 111), and the embedding portion 23 is backfilled (step 112).
Steps 111 and 112 are performed during the intensive construction period 114 in parallel with, for example, steps 107 and 108.

図１６は、盛土部２３の断面図を示す。図１６は、図１２のＪ−ＪまたはＫ−Ｋに示す位置での断面図である。集中工事期間１１４には、夜間作業帯３５（図４）と同等の幅の作業帯が使用できる。この作業帯を使用して、図１６に示すように、底版部７１のもう一方の縁、すなわちステップ１１０でＬ型プレキャスト擁壁６５を設置しなかったＴ型プレキャスト擁壁４３の水平部材４２の上にもＬ型プレキャスト擁壁６５を設置する。 FIG. 16 shows a cross-sectional view of the embankment 23. 16 is a cross-sectional view at the position indicated by JJ or KK in FIG. During the intensive construction period 114, a work band having the same width as the night work band 35 (FIG. 4) can be used. Using this work band, as shown in FIG. 16, the other edge of the bottom plate portion 71, that is, the horizontal member 42 of the T-type precast retaining wall 43 in which the L-shaped precast retaining wall 65 was not installed in step 110 is used. An L-shaped precast retaining wall 65 is also installed on the top.

ステップ１１２では、Ｔ型プレキャスト擁壁４３とステップ１１１で設置したＬ型プレキャスト擁壁６５との間の空間に埋め戻し材６７を充填し、その上に路盤５５を設置する。なお、埋め戻し材６７として用いる材料や埋め戻し材６７の設置方法は、埋め戻し材６１と同様である。ステップ１１１、ステップ１１２により、盛土部２３の両側に、本設の側部７３が形成される。 In step 112, the backfill material 67 is filled in the space between the T-shaped precast retaining wall 43 and the L-shaped precast retaining wall 65 installed in step 111, and the roadbed 55 is installed thereon. The material used as the backfill material 67 and the installation method of the backfill material 67 are the same as those of the backfill material 61. By the steps 111 and 112, the main side portions 73 are formed on both sides of the embankment portion 23.

ステップ１１０、ステップ１１１で、Ｌ型プレキャスト擁壁６５の転倒を防止するには、先行して設置したＴ型プレキャスト擁壁４３の水平部材４２とＬ型プレキャスト擁壁６５の水平部材６４をボルト（図示せず）等で接合する。または、Ｔ型プレキャスト擁壁４３の垂直部材４４とＬ型プレキャスト擁壁６５の垂直部材６６をセパレート、タイロッドで連結する。 In steps 110 and 111, in order to prevent the L-shaped precast retaining wall 65 from overturning, the horizontal member 42 of the T-shaped precast retaining wall 43 and the horizontal member 64 of the L-shaped precast retaining wall 65 previously installed are bolts ( (Not shown) or the like. Alternatively, the vertical member 44 of the T-shaped precast retaining wall 43 and the vertical member 66 of the L-shaped precast retaining wall 65 are connected by separate and tie rods.

ステップ１０５からステップ１０８までと、ステップ１０９からステップ１１２までの工程がそれぞれ終了した後、集中工事期間１１４を利用して仕上げ工を行う（ステップ１１３）。ステップ１１３では、夜間作業帯３５（図４）を使用して、盛土部２３の舗装工６９等を含む、道路橋１の仕上げ工を行い、図１、図２に示す道路橋１を完成する。 After the processes from Step 105 to Step 108 and Step 109 to Step 112 are completed, finishing work is performed using the concentrated work period 114 (Step 113). In step 113, the night work zone 35 (FIG. 4) is used to finish the road bridge 1 including the pavement 69 and the like of the embankment 23, and the road bridge 1 shown in FIGS. 1 and 2 is completed. .

このように、本実施の形態では、側径間桁１３を側径間主桁２５と張出部４１とに分割し、張出部４１を夜間に設置するので、張出部４１の設置後にその下を通行可能にでき、常設作業帯３３が通常より狭い場合にも橋桁を構築できる。また、側径間桁１３の完成後は、その上を中央径間桁１５の作業ヤードとして使用することができる。側径間主桁２５のジャッキアップ後や、側径間桁１３の完成後には、これらの下を作業ヤードとして橋脚１７や橋台１９を構築できる。 As described above, in this embodiment, the side span girder 13 is divided into the side span main girder 25 and the overhang portion 41, and the overhang portion 41 is installed at night. The bridge girder can be constructed even when the permanent work zone 33 is narrower than usual. Further, after the side span girder 13 is completed, it can be used as a work yard for the central span girder 15. After jacking up the side span main girder 25 or completing the side span girder 13, the pier 17 and the abutment 19 can be constructed using the lower side as a work yard.

盛土部２３では、Ｔ型プレキャスト擁壁４３を用いて先行する側部を形成し、Ｌ型プレキャスト擁壁６５を用いて本設の側部７３を片側ずつ形成することで、施工ヤードが狭い場合にも、先行する側部（垂直部材４４）の両側や構築されつつある盛土部２３の上部に、必要な本数の車線を確保することができる。 In the embankment portion 23, when the construction yard is narrow by forming the leading side portion using the T-shaped precast retaining wall 43 and forming the main side portion 73 one by one using the L-shaped precast retaining wall 65 In addition, a necessary number of lanes can be secured on both sides of the preceding side portion (vertical member 44) and on the upper portion of the embankment portion 23 being constructed.

また、Ｔ型プレキャスト擁壁４３を用い、Ｔ型プレキャスト擁壁４３の水平部材４２を精度良く設置して底版部７１を形成することで、両外側のＬ型プレキャスト部材６５を短時間で設置できる。 Further, by using the T-shaped precast retaining wall 43, the horizontal member 42 of the T-shaped precast retaining wall 43 is accurately installed and the bottom plate portion 71 is formed, so that the outer L-shaped precast members 65 can be installed in a short time. .

さらに、軽量骨材、軽量材とジオテキスタイル、発泡スチロール等の軽量の埋め戻し材６１、埋め戻し材６７を用いることで、軟弱地盤でも、表層改良部２１の施工を簡略化できる。さらに、人出による急速施工が可能で、機械の故障などのリスクを軽減できる。廃材利用の軽量骨材を使用すれば、環境負荷の軽減も可能となる。 Furthermore, by using the lightweight backfill material 61 and backfill material 67 such as lightweight aggregate, lightweight material and geotextile, and polystyrene foam, the construction of the surface layer improvement portion 21 can be simplified even on soft ground. In addition, rapid construction can be performed by people, reducing the risk of machine failure. The use of lightweight aggregate made from waste materials can reduce the environmental burden.

本実施の形態では、短期間で片側２車線の道路橋１を構築できる。 In the present embodiment, the road bridge 1 having two lanes on one side can be constructed in a short period of time.

また、図３では、ステップ１０５からステップ１０８と並行して盛土部２３の構築を行ったが、盛土部２３の構築時期はこれに限らず、必要な作業帯と時間が確保できるときに構築すればよい。 In FIG. 3, the embankment portion 23 is constructed in parallel with steps 105 to 108, but the construction time of the embankment portion 23 is not limited to this, and is constructed when a necessary work zone and time can be secured. That's fine.

さらに、図３では、盛土部２３を、ステップ１１０、ステップ１１１に示すように、本設の側部を形成するためのＬ型プレキャスト擁壁６５を片側ずつ２段階施工で設置したが、施工ヤードの広さ、資材の運搬・仮置き状況によって、ステップ１１０とステップ１１１を並行して行い、両側のＬ型プレキャスト擁壁６５を１段階施工で同時に設置してもよい。 Further, in FIG. 3, the embankment portion 23 is installed in two stages for each side, as shown in steps 110 and 111, in which the L-shaped precast retaining wall 65 for forming the main side portion is installed in one stage. Depending on the size of the material and the transportation / temporary placement of materials, Step 110 and Step 111 may be performed in parallel, and the L-shaped precast retaining walls 65 on both sides may be installed simultaneously in one-stage construction.

本実施の形態では、桁の分割施工方法と、先行する側部を構築する盛土部の施工方法を組み合わせて説明したが、例えば、他の桁の施工方法と、本発明の先行する側部を構築する盛土部の施工方法を組み合わせる場合もある。 In the present embodiment, the girder split construction method and the embankment construction method for constructing the leading side have been described in combination, for example, the other girder construction method and the leading side of the present invention In some cases, the construction method of the embankment part to be constructed is combined.

盛土部２３では、Ｔ型プレキャスト擁壁４３を用いて先行する側部を構築したが、他の部材を用いて先行する側部を構築してもよい。図１７、図１８は、他の部材を用いて先行する側部を構築した盛土部の断面図を示す。 In the embankment portion 23, the leading side portion is constructed using the T-shaped precast retaining wall 43, but the leading side portion may be constructed using other members. 17 and 18 are cross-sectional views of the embankment portion in which the preceding side portion is constructed using other members.

図１７に示す盛土部では、先行する側部を形成する際に、盛土部２３のＴ型プレキャスト擁壁４３の代わりに、Ｌ型プレキャスト擁壁８３が用いられる。２列に並べられたＬ型プレキャスト擁壁８３の間と外側には、場所打ちコンクリート５９が打設され、底版部８１が形成される。Ｌ型プレキャスト部材６５は、底版部８１の場所打ちコンクリート５９上に設置される。 In the embankment shown in FIG. 17, an L-shaped precast retaining wall 83 is used instead of the T-shaped precast retaining wall 43 of the embankment 23 when forming the preceding side portion. Cast-in-place concrete 59 is placed between and outside the L-shaped precast retaining walls 83 arranged in two rows, and a bottom plate portion 81 is formed. The L-shaped precast member 65 is installed on the cast-in-place concrete 59 of the bottom plate portion 81.

図１８に示す盛土部では、先行する側部を形成する際に、盛土部２３のＴ型プレキャスト擁壁４３の代わりに、矢板８７が用いられる。２列に設置された矢板８７の間と外側には、場所打ちコンクリート５９が打設され、底版部８５が形成される。Ｌ型プレキャスト部材６５は、底版部８５の場所打ちコンクリート５９上に設置される。 In the embankment shown in FIG. 18, a sheet pile 87 is used instead of the T-type precast retaining wall 43 of the embankment 23 when forming the preceding side part. Cast-in-place concrete 59 is placed between and outside the sheet piles 87 arranged in two rows, and a bottom plate portion 85 is formed. The L-shaped precast member 65 is installed on the cast-in-place concrete 59 of the bottom plate portion 85.

図１７、図１８に示すように、Ｌ型プレキャスト擁壁８３や矢板８７を用いて先行する側部を形成することにより、盛土部２３と同様に、施工ヤードが狭い場合にも、先行する側部の両側や構築されつつある盛土部の上部に、必要な本数の車線を確保することができる。また、軽量骨材、軽量材とジオテキスタイル、発泡スチロール等の軽量の埋め戻し材６１、埋め戻し材６７や、Ｌ型プレキャスト部材６５を用いることで、短期間で盛土部を構築できる。 As shown in FIGS. 17 and 18, the leading side is formed by using the L-shaped precast retaining wall 83 and the sheet pile 87, so that the leading side can be used even when the construction yard is narrow, like the embankment portion 23. The necessary number of lanes can be secured on both sides of the section and on the upper part of the embankment being built. Further, by using the lightweight backfill material 61, the backfill material 67, and the L-shaped precast member 65 such as lightweight aggregate, lightweight material and geotextile, and polystyrene foam, the embankment portion can be constructed in a short period of time.

以上、詳細に説明したように、本発明によれば、狭い常設作業帯で施工可能な盛土部の構築方法、盛土部を提供できる。 As described above in detail, according to the present invention, it is possible to provide a method for constructing an embankment that can be constructed in a narrow permanent work zone, and an embankment.

道路橋１の平面図Top view of road bridge 1 道路橋１の立面図Elevated view of road bridge 1 道路橋１の構築方法を示すフローチャートFlow chart showing the construction method of road bridge 1 側径間主桁２５を組み立てた状態の平面図Plan view of the state where the side span main girder 25 is assembled 側径間主桁２５をジャッキアップする前の状態の立面図Elevated view of the state before jacking up the side span main girder 25 ジャッキアップ後の側径間主桁２５に張出部４１を設置した状態での平面図A plan view with the overhanging portion 41 installed on the side span main girder 25 after jacking up ジャッキアップ後の側径間主桁２５の片側に張出部４１を設置した状態での断面図Sectional drawing in the state in which the overhang | projection part 41 was installed in the one side of the side span main girder 25 after jackup ジャッキアップ後の側径間主桁２５の両側に張出部４１を設置した状態での断面図Sectional drawing in the state where the overhang | projection part 41 was installed in the both sides of the side span main girder 25 after jackup 側径間桁１３ａの上で中央径間桁１５を組み立てた状態の平面図The top view of the state which assembled the center span girder 15 on the side span girder 13a 側径間桁１３ａの上で中央径間桁１５、盛土部４３、橋脚１７および橋台１９を組み立てる工程での立面図Elevated view in the process of assembling the central span girder 15, the embankment 43, the pier 17 and the abutment 19 on the side span girder 13a. 中央径間桁１５を組み立てた状態での断面図Sectional view with the center span girder 15 assembled 側径間桁１３ａ、側径間桁１３ｂをジャッキダウンし、橋脚１７および橋台１９上に側径間桁１３を架設した状態での立面図Elevated view with side span girder 13a and side span girder 13b jacked down and side span girder 13 installed on bridge pier 17 and abutment 19 橋脚１７上に側径間桁１３を架設した状態での断面図Sectional view with side span girder 13 installed on pier 17 盛土部２３の底版部を構築した状態での断面図Sectional view in a state where the bottom plate portion of the embankment portion 23 is constructed 底版部７１の片側の縁に沿ってＬ型プレキャスト擁壁６５を設置した状態での断面図Sectional drawing in the state which installed the L-shaped precast retaining wall 65 along the edge of the one side of the baseplate part 71 盛土部２３の断面図Cross section of embankment 23 他の部材を用いて先行する側部を構築した盛土部の断面図Sectional drawing of the embankment part which built the preceding side part using other members 他の部材を用いて先行する側部を構築した盛土部の断面図Sectional drawing of the embankment part which built the preceding side part using other members

Explanation of symbols

１………道路橋
５………支持杭
７………フーチング
９………支持層
１１………地盤
１３、１３ａ、１３ｂ………側径間桁
１５………中央径間桁
１７、１７ａ、１７ｂ………橋脚
１９、１９ａ、１９ｂ………橋台
２３、２３ａ、２３ｂ………盛土部
２５、２５ａ、２５ｂ………側径間主桁
２７………昇降装置
４１、４１ａ、４１ｂ、５３………張出部
４２、６４………水平部材
４３、４３ａ、４３ｂ、８３………Ｔ型プレキャスト擁壁
４４、６６………垂直部材
４７………中央径間主桁
５９………場所打ちコンクリート
６１、６７………埋め戻し材
６５………Ｌ型プレキャスト部材
７１、８１、８５………底版部
７３………側部 1 ......... Road bridge 5 ......... Support pile 7 ......... Footing 9 ......... Support layer 11 ......... Ground 13, 13a, 13b ......... Side span girder 15 ......... Center span girder 17, 17a, 17b ...... Abutments 19, 19a, 19b ......... Abutments 23, 23a, 23b ......... Fills 25, 25a, 25b ......... Side span main girder 27 ......... Elevating devices 41, 41a, 41b , 53... Overhang portions 42 and 64... Horizontal members 43, 43 a, 43 b, 83 ... T-shaped precast retaining walls 44 and 66. ... Cast-in-place concrete 61, 67 ... ... Backfill material 65 ... ... L-shaped precast members 71, 81, 85 ... ... Bottom plate part 73 ... ... Side part

Claims

Forming two rows of leading side and bottom plate portions (a);
Filling the first backfill material between the preceding sides (b);
A step (c) of forming a first permanent side portion on one edge of the bottom plate portion;
Filling a second backfill material between the preceding side and the first main side (d);
Forming a second permanent side portion on the other edge of the bottom plate portion (e);
Filling a third backfill material between the preceding side and the second main side (f);
The construction method of the embankment part characterized by comprising.

The method for constructing a banking part according to claim 1, wherein at least two lanes are secured on the banking part after the step (d).

The method for constructing an embankment according to claim 1, wherein the steps (c) to (d) and the steps (e) to (f) are performed in parallel.

6. The embankment portion construction method according to claim 5, wherein the preceding side portion is formed by arranging pre-cast members having a reverse T-shaped or L-shaped cross section in a direction perpendicular to the bridge axis in two rows.

The method for constructing a banking portion according to claim 1, wherein the preceding side portion is formed by arranging sheet piles in two rows.

The first permanent side portion and the second permanent side portion are formed by disposing a precast member having a L-shaped cross section in a direction perpendicular to the bridge axis on the bottom plate portion. The construction method of the embankment part of Claim 1.

The construction of the embankment portion according to claim 1, wherein the first backfill material, the second backfill material, and the third backfill material are lightweight aggregate, geotextile, foamed plastic, and the like. Method.

The embankment part built by the construction method of the embankment part described in any one of Claims 1-7.