JP2000345515A - High-strength light composite girder bridge and construction method therefor - Google Patents
High-strength light composite girder bridge and construction method thereforInfo
- Publication number
- JP2000345515A JP2000345515A JP16013099A JP16013099A JP2000345515A JP 2000345515 A JP2000345515 A JP 2000345515A JP 16013099 A JP16013099 A JP 16013099A JP 16013099 A JP16013099 A JP 16013099A JP 2000345515 A JP2000345515 A JP 2000345515A
- Authority
- JP
- Japan
- Prior art keywords
- composite girder
- web
- bridge
- girder bridge
- slab
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
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- Bridges Or Land Bridges (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は合成桁橋及びその構
築方法に関し、特に高強度軽量合成桁橋及びその構築方
法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a composite girder bridge and a method for constructing the same, and more particularly to a high-strength lightweight composite girder bridge and a method for constructing the same.
【０００２】[0002]
【従来の技術及び発明が解決しようとする課題】昭和３
８年に名神高速道路が開通して以来、我が国の高速道路
整備は急速に進み、現在７０００ｋｍを越える供用延長
距離となり、我が国の重要な社会基盤となっている。一
方、建設事業に係わる技術労働者の附則やコスト縮減に
対する要望から、橋梁においても合理的で経済的な橋梁
建設が求められるようになってきた。コンクリート橋に
おいては、鋼部材を組み合わせた複合橋梁によって合理
化を進める動きが活発になってきているが、維持管理、
コンクリート部材と鋼部材の接合部及びねじり剛性等に
問題を残している。従来のプレストレストコンクリート
橋は、橋の構築現場において、型枠及び鉄筋を組み立て
た後、場所打ちによりコンクリートを打設・養生し、プ
レストレスト導入して構築されている。しかしながら、
構造物全体がコンクリートであるため、自重が非常に大
きく、そして、ウェブ部に鉛直鋼棒を建て込む必要があ
った。また、従来のプレストレストコンクリート箱桁橋
としては、他に．ウェブに鋼板を用いた波形鋼板ウェブ
橋や、ウェブにトラスを用いた鋼管合成トラス橋等があ
った。しかしながら、前記従来の各種橋においては、鋼
板の維持管理が難しく、また鋼コンクリートの接合部に
欠陥が生じ易い問題があり、かつねじり剛性が不足する
問題があった。本発明は、前記プレストレストコンクリ
ート橋が持つ問題点と鋼コンクリート橋が持つ問題点の
両方を一挙に解決する新規な技術を提供するものであ
る。2. Prior Art and Problems to be Solved by the Invention Showa 3
Since the opening of the Meishin Expressway in 2008, the development of expressways in Japan has progressed rapidly, and the service extension distance now exceeds 7000 km, which has become an important social infrastructure of Japan. On the other hand, technical workers involved in construction projects have demanded additional regulations and cost reductions, which has led to the demand for rational and economical bridge construction. For concrete bridges, the rationalization of composite bridges combining steel members is becoming active, but maintenance,
Problems remain in the joint between the concrete member and the steel member and the torsional rigidity. A conventional prestressed concrete bridge is constructed by assembling a formwork and a reinforcing bar at a bridge construction site, then placing and curing concrete by casting in place, and introducing a prestressed. However,
Since the entire structure is made of concrete, its own weight is very large, and it is necessary to install a vertical steel bar in the web part. In addition, as a conventional prestressed concrete box girder bridge, other. There were corrugated steel web bridges using steel sheets for the web, and steel pipe composite truss bridges using truss for the web. However, in the above-mentioned various bridges, there is a problem that it is difficult to maintain and manage the steel plate, that there is a problem that defects are likely to occur in the joint portion of the steel concrete, and that there is a problem that the torsional rigidity is insufficient. The present invention provides a novel technique for solving both the problems of the prestressed concrete bridge and the problems of the steel concrete bridge at once.
【０００３】[0003]
【課題を解決するための手段】本発明は上記課題を下記
構成によって解決するものである。 （１）合成桁のウェブにプレキャストプレストレストコ
ンクリート板を用いて構成したことを特徴とする高強度
軽量合成桁橋。 （２）プレキャストプレストレストコンクリート板より
なるウェブとその上下に固設されて前記ウェブと一体化
された場所打ちコンクリート製フランジとからなる合成
桁を備えてなることを特徴とする高強度軽量合成桁橋。 （３）合成桁が箱桁であることを特徴とする前項１又は
２記載の高強度軽量合成桁橋。 （４）合成桁橋の合成桁の製作において、まず下床版型
枠を組立て、次いでそれにプレキャストプレストレスト
コンクリート板製ウェブを建て込み、さらに前記ウェブ
の上部に上床版型枠を組み立て、しかる後上下床版型枠
にコンクリートを打設しかつプレストレスを導入して、
前記ウェブと上下場所打ちコンクリートフランジとが一
体化された合成桁を製作することを特徴とする高強度軽
量合成桁橋の構築方法。According to the present invention, the above-mentioned object is achieved by the following constitution. (1) A high-strength lightweight composite girder bridge characterized in that the web of the composite girder is constructed using a precast prestressed concrete plate. (2) A high-strength lightweight composite girder bridge comprising a composite girder comprising a web made of a precast prestressed concrete plate and a cast-in-place concrete flange fixed above and below the web and integrated with the web. . (3) The high-strength lightweight composite girder bridge according to the above item 1 or 2, wherein the composite girder is a box girder. (4) In the production of the composite girder of the composite girder bridge, first, the lower deck slab is assembled, then a web made of precast prestressed concrete plate is erected thereon, and then the upper deck slab is assembled on the upper portion of the web, and then the upper and lower slabs are assembled. Pour concrete into the deck slab and introduce prestress,
A method for constructing a high-strength, lightweight composite girder bridge, comprising producing a composite girder in which the web and the vertically cast-in-place concrete flange are integrated.
【０００４】[0004]
【発明の実施の形態】本発明においては、合成桁橋の合
成桁を構築する際に、そのウェブをプレキャストプレス
トレストコンクリート板（以下、「プレキャストＰＣ
板」と云う）で構成する。図１は箱桁橋の側面図（ａ）
及び断面図（ｂ）を示し、プレストレストコンクリート
箱桁１０が、河川中央に立設された橋脚１と岸に配設さ
れた橋台２との間に架設されている。本発明に係る合成
桁の一例である箱桁１０は図１（ｂ）図に示すごとく、
上床版３と下床版４の間に建て込まれたプレキャストＰ
Ｃ板５とからなっている。なお、８はＰＣケーブル、９
はデビエータである。プレキャストＰＣ板には超高強度
コンクリート（７０Ｎ／ｍｍ２以上）を用いることが好
ましいが、この超高強度コンクリートの製造は、例えば
セメントにシリカフュームを混入し、さらにＷ／Ｃを３
０％程度とするセメントモルタル原料を型枠内に投入
し、養生・硬化して行うことができる。 例えば材令２８
日強度：σck＝１００Ｎ／ｍｍ２を発現するシリカフュ
ームコンクリートの配合例を以下に示す。 単位セメント量（ｋｇ／ｍ３）：５２７， 単位水量（ｋｇ／ｍ３）：１４５， Ｗ／Ｃ（％）：２７．５， シリカフューム量：セメント量の１０％（外割）， ｓ／ａ（％）：３９．０（混和剤として、高性能ＡＥ減
水剤添加）DETAILED DESCRIPTION OF THE INVENTION In the present invention, a composite girder bridge
Precast press of the web when building the girder
Trest concrete board (hereinafter, “Precast PC”
Board "). Figure 1 is a side view of the box girder bridge (a)
And cross-sectional view (b), showing prestressed concrete
A box girder 10 is installed on the pier 1 and the shore standing in the center of the river.
Between the bridge and the abutment 2. Synthesis according to the present invention
As shown in FIG. 1B, a box girder 10 which is an example of a girder is shown in FIG.
Precast P built between upper slab 3 and lower slab 4
And a C plate 5. 8 is a PC cable, 9
Is a deviator. Ultra high strength for precast PC board
Concrete (70N / mm2Above)
Preferably, the production of this ultra-high strength concrete
Mix silica fume into cement and reduce W / C by 3
Inject cement mortar raw material to about 0% into mold
And can be cured and cured. For example, material age 28
Day intensity: σck= 100N / mm2Silica fusing
Examples of the composition of the room concrete are shown below. Unit cement amount (kg / m3): 527, unit water volume (kg / m3): 145, W / C (%): 27.5, silica fume amount: 10% (outside ratio) of cement amount, s / a (%): 39.0 (high-performance AE reduction as an admixture)
Liquid additive)
【０００５】また、橋梁のせん断力の大きい部位（例え
ば、支点部付近）に用いるプレキャスト板にはプレテン
ション方式のプレストレスを導入して、プレキャストＰ
Ｃ板を構成することが好ましい。なお、せん断力の比較
的小さい部位（例えば、支間中央部）に用いるプレキャ
スト板にはトラス補強鋼材を埋め込み、せん断力を確保
するようにしてもよい。[0005] Further, a pretension type prestress is introduced into a precast plate used for a portion of a bridge where a shear force is large (for example, near a fulcrum portion), so that a precast P
It is preferable to configure a C plate. In addition, a truss reinforcing steel material may be embedded in a precast plate used for a portion having a relatively small shearing force (for example, a central portion of a span) to secure a shearing force.
【０００６】本発明に係る箱桁橋の箱桁は、例えば図２
に示す製作工程図にしたがって、以下のようにして行わ
れる。 ．下床版型枠を組み立てる工程、 ．その上に別途工場等で製作されたプレキャストＰＣ
板を建て込む工程、 ．前記のプレキャストＰＣ板の上端部に上床版型枠
を配置して組み立てる工程、 ．下床版部及び上床版部に鉄筋を組み立てる工程、 ．前記下床版及び上床版にコンクリートを打設する工
程、 ．前記打設コンクリートを養生する工程、 ．製作された箱桁にプレストレストを導入する工程、 ．前記ワーゲンを前方へ移動し、別の箱桁を製作する
ため前記〜工程を実施する準備をする工程。The box girder of the box girder bridge according to the present invention is, for example, shown in FIG.
According to the manufacturing process diagram shown in FIG. . Process of assembling the lower deck slab; Precast PC separately manufactured in a factory etc.
The process of building the board; A step of disposing and assembling an upper floor slab form at an upper end portion of the precast PC board; Assembling the rebar into the lower deck and the upper deck; Casting concrete on the lower slab and the upper slab; Curing the cast concrete; Introducing prestressed into fabricated box girder; Moving the wagon forward and preparing to perform the above steps to make another box girder.
【０００７】また、本発明に係る箱桁の他の製作例は、
図３に示す箱桁製作工程説明図にしたがって、以下よう
にして行われる。 （１）下型枠６ａを配置し、それに鉄筋７を配筋する工
程。 （２）前記（１）工程で得られた下型枠６ａに、プレキ
ャストＰＣ板５を建て込む工程、 （３）前記（２）工程で建て込まれたプレキャストＰＣ
板５の上端部に上型枠６ｂを建て込み、鉄筋７を配筋す
る工程。 （４）前記上型枠６ｂと下型枠６ａ内に未硬化コンクリ
ートを打設し、養生する工程。 （５）下型６ａ、上型枠６ｂを取り外す工程。Another example of the box girder according to the present invention is as follows.
According to the box girder manufacturing process diagram shown in FIG. 3, the process is performed as follows. (1) A step of arranging the lower formwork 6a and arranging the reinforcing bar 7 thereon. (2) a step of setting the precast PC board 5 on the lower mold frame 6a obtained in the step (1); (3) a step of setting the precast PC board in the step (2).
A step of laying the upper formwork 6b on the upper end of the plate 5 and arranging the reinforcing bars 7; (4) A step of placing uncured concrete into the upper mold frame 6b and the lower mold frame 6a and curing the concrete. (5) A step of removing the lower mold 6a and the upper mold frame 6b.
【０００８】図４はプレキャストＰＣ板５の上端部に鉄
骨ジベル１１を突設した状態のものを示す平面図
（ａ）、側面図（ｂ）、及び断面図（ｃ）である。図５
はプレキャストＰＣ板５の上端部に格子状に凹嵌部を設
け、そこからジベル筋１２を突設した状態を示す平面図
（ａ）、側面図（ｂ）、及び断面図（ｃ）である。ま
た、プレキャストＰＣ板のジベル筋には、高強度鉄筋を
用いることが好ましい。さらに、図６に示すものはプレ
キャストＰＣ板５の上部（及び下部）の膨出部５０に縦
縞状に凹凸部を設けて、膨出部５０の表面積を大きくし
たものである。FIG. 4 is a plan view (a), a side view (b), and a sectional view (c) showing a state in which a steel frame dowel 11 is protruded from the upper end of the precast PC board 5. FIG.
Are a plan view (a), a side view (b), and a cross-sectional view (c) showing a state in which a concave fitting portion is provided in a grid shape at the upper end portion of the precast PC board 5 and a dowel 12 is protruded therefrom. . Further, it is preferable to use a high-strength reinforcing bar as the dowel bar of the precast PC board. Further, the one shown in FIG. 6 is such that the bulging portion 50 on the upper (and lower) portion of the precast PC board 5 is provided with uneven portions in the form of vertical stripes to increase the surface area of the bulging portion 50.
【０００９】[0009]
【発明の効果】本発明によれば、以下のごとき優れた作
用効果が発揮される。 ．ウェブに採用されるプレキャストＰＣ板は肉厚を小
さくすることができるため、その自重を軽減することが
でき、その結果合成桁橋全体の軽量化が図れる。 ．せん断力の大きい部位に用いるプレキャストＰＣ板
には、プレテンション導入のものを使用できるため、鉛
直鋼棒が不要となり、かつウェブ厚や桁高を増加させる
必要がなく、またグラウトも不必要となる。 ．ウェブの耐久性が飛躍的に向上するため、波形鋼板
ウェブ橋、鋼橋に見られるようなウェブの再塗装等の維
持管理費用も不要となる。 ．プレキャストＰＣ板は波形鋼板より剛性が高く、ね
じりモーメントが生じる曲線橋にも適用が可能となる。 ．プレキャストＰＣ板を用いるため、波形鋼板を用い
るよりも床版支間を小さくすることができ、床版厚を薄
くすることができる。 ．コンクリート製上床版とコンクリート製下床版の間
に固着立設されるプレキャストＰＣ板は、従来の金属製
である波形鋼板とは異なり、上・下床版と同系材料であ
るコンクリートであるため、相互の接合性が良く、かつ
熱膨張係数も近似しており、温度変化に起因する損傷・
破損が生じない。 ．橋梁構築現場における構築作業時間が短縮できる。 ．合成桁橋全体のの製作コストが低減できる。According to the present invention, the following excellent functions and effects are exhibited. . Since the thickness of the precast PC board used for the web can be reduced, its own weight can be reduced, and as a result, the overall weight of the composite girder bridge can be reduced. . Pre-tensioned PC boards used for sites with large shear forces can be used with pre-tensioned ones, so vertical steel bars are not required, and there is no need to increase web thickness or girder height, and grout is also unnecessary. . . Since the durability of the web is dramatically improved, maintenance costs for corrugated steel web bridges and repainting of the web as seen in steel bridges are not required. . Precast PC boards have higher rigidity than corrugated steel sheets, and can be applied to curved bridges where a torsional moment occurs. . Since the precast PC board is used, the span of the slab can be made smaller than that of using the corrugated steel sheet, and the slab thickness can be reduced. . The precast PC board that is fixedly installed between the concrete upper slab and the concrete lower slab is different from the corrugated steel plate that is made of conventional metal, because it is concrete that is a material similar to the upper and lower slabs. It has good mutual bonding properties and a similar coefficient of thermal expansion.
No damage occurs. . The construction work time at the bridge construction site can be reduced. . The manufacturing cost of the entire composite girder bridge can be reduced.
【図１】本発明に係る箱桁橋の側面図（ａ）及び断面図
（ｂ）を示す。FIG. 1 shows a side view (a) and a sectional view (b) of a box girder bridge according to the present invention.
【図２】本発明に係る箱桁橋の構築工程図を示す。FIG. 2 shows a construction process diagram of a box girder bridge according to the present invention.
【図３】本発明に係る箱桁橋の箱桁の製作工程説明図を
示す。FIG. 3 is a view illustrating a manufacturing process of the box girder of the box girder bridge according to the present invention.
【図４】本発明に係るプレキャストＰＣ板の上端部の構
造図例を示す。FIG. 4 shows an example of a structural diagram of an upper end portion of a precast PC board according to the present invention.
【図５】本発明に係るプレキャストＰＣ板の上端部の他
の構造図例を示す。FIG. 5 shows another structural example of the upper end portion of the precast PC board according to the present invention.
【図６】本発明に係るプレキャストＰＣ板の上端部の他
の構造図例を示す。FIG. 6 shows another structural example of the upper end portion of the precast PC board according to the present invention.
１：橋脚， ２：橋台， ３：上床
版，４：下床版， ５：プレキャストＰＣ板，６
ａ：下型枠，６ｂ：上型枠， ７：鉄筋，
８：ＰＣケーブル，９：デビエータ，１０：プレス
トレストコンクリート箱桁，１１：鉄骨ジベル，１２：
ジベル筋，５０：プレキャストＰＣ板上部の膨出部，1: Bridge pier, 2: Abutment, 3: Upper deck, 4: Lower deck, 5: Precast PC board, 6
a: lower mold, 6b: upper mold, 7: reinforcing bar,
8: PC cable, 9: Deviator, 10: Prestressed concrete box girder, 11: Steel frame dowel, 12:
Gibber streaks, 50: bulge on top of precast PC board,
───────────────────────────────────────────────────── フロントページの続き (72)発明者 品川 清和 神奈川県津久井郡城山町城山３−５−９ Ｆターム(参考） 2D059 AA08 AA11 BB39 CC03 CC04 GG55 ────────────────────────────────────────────────── ─── Continued on the front page (72) Inventor Seiwa Shinagawa 3-5-9 Shiroyama, Shiroyama-cho, Tsukui-gun, Kanagawa F-term (reference) 2D059 AA08 AA11 BB39 CC03 CC04 GG55
Claims (4)
ストコンクリート板を用いて構成したことを特徴とする
高強度軽量合成桁橋。1. A high-strength, lightweight composite girder bridge, wherein a web of the composite girder is constructed using a precast prestressed concrete plate.
板よりなるウェブとその上下に固設されて前記ウェブと
一体化された場所打ちコンクリート製フランジとからな
る合成桁を備えてなることを特徴とする高強度軽量合成
桁橋。2. A high-strength lightweight composite, comprising a composite girder comprising a web made of a precast prestressed concrete plate and a cast-in-place concrete flange fixed above and below the web and integrated with the web. Girder bridge.
項１又は２記載の高強度軽量合成桁橋。3. The high-strength lightweight composite girder bridge according to claim 1, wherein the composite girder is a box girder.
床版型枠を組立て、次いでそれにプレキャストプレスト
レストコンクリート板製ウェブを建て込み、さらに前記
ウェブの上部に上床版型枠を組み立て、しかる後上下床
版型枠にコンクリートを打設しかつプレストレスを導入
して、前記ウェブと上下場所打ちコンクリートフランジ
とが一体化された合成桁を製作することを特徴とする高
強度軽量合成桁橋の構築方法。4. In the production of a composite girder for a composite girder bridge, first, a lower deck slab form is assembled, a precast prestressed concrete slab web is erected thereon, and an upper deck slab form is assembled on top of said web. A high-strength lightweight composite girder bridge, wherein concrete is poured into rear upper and lower slab forms and prestress is introduced to produce a composite girder in which the web and the vertically cast-in-place concrete flange are integrated. How to build.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16013099A JP3610828B2 (en) | 1999-06-07 | 1999-06-07 | High-strength lightweight composite girder bridge and its construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16013099A JP3610828B2 (en) | 1999-06-07 | 1999-06-07 | High-strength lightweight composite girder bridge and its construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2000345515A true JP2000345515A (en) | 2000-12-12 |
| JP3610828B2 JP3610828B2 (en) | 2005-01-19 |
Family
ID=15708529
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP16013099A Expired - Lifetime JP3610828B2 (en) | 1999-06-07 | 1999-06-07 | High-strength lightweight composite girder bridge and its construction method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3610828B2 (en) |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006348656A (en) * | 2005-06-17 | 2006-12-28 | Taisei Corp | Girder structure and its construction method |
| JP2008303702A (en) * | 2007-06-05 | 2008-12-18 | Samsung Corp | Bidirectional prestressing system and bent portion forming apparatus |
| CN103046463A (en) * | 2012-12-31 | 2013-04-17 | 东南大学 | Assembly type saddle-shell-shaped bottom plate continuous box girder bridge and construction method thereof |
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| JP4527011B2 (en) * | 2005-06-17 | 2010-08-18 | 大成建設株式会社 | Girder structure and its construction method |
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| JP2014015753A (en) * | 2012-07-09 | 2014-01-30 | Oriental Shiraishi Corp | Structure and method for joining girder and floor slab together |
| CN103046463A (en) * | 2012-12-31 | 2013-04-17 | 东南大学 | Assembly type saddle-shell-shaped bottom plate continuous box girder bridge and construction method thereof |
| CN103046463B (en) * | 2012-12-31 | 2014-10-29 | 东南大学 | Assembly type saddle-shell-shaped bottom plate continuous box girder bridge and construction method thereof |
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