JPH10266136A - Execution method of overhanging girder bridge using corrugated steel plate web - Google Patents
Execution method of overhanging girder bridge using corrugated steel plate webInfo
- Publication number
- JPH10266136A JPH10266136A JP7181597A JP7181597A JPH10266136A JP H10266136 A JPH10266136 A JP H10266136A JP 7181597 A JP7181597 A JP 7181597A JP 7181597 A JP7181597 A JP 7181597A JP H10266136 A JPH10266136 A JP H10266136A
- Authority
- JP
- Japan
- Prior art keywords
- corrugated steel
- girder
- steel plate
- bridge
- overhanging
- 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.)
- Withdrawn
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
Description
【0001】[0001]
【発明の属する技術分野】本発明は、橋梁を場所打ち張
出しブロック工法によって施工する場合に、箱桁腹板
(ウエブ)に波形鋼板を用いる技術に関するもので、波
形鋼板ウエブを用いる張出架設桁橋の施工方法に関す
る。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a technique for using a corrugated steel sheet for a box girder web (web) when a bridge is constructed by a cast-in-place block method, and an overhanging girder using a corrugated steel web. Related to bridge construction methods.
【0002】[0002]
【従来の技術】片持張出架設作業装置を使用し、橋脚上
から橋体を左右にバランスさせながら交互に橋軸方向に
張出して橋梁を構築する張出架設工法が広く採用されて
いる。この張出架設工法は2〜5m程度の長さに橋体を
ブロック分割して継ぎ足して施工するもので、長大スパ
ンの橋梁を容易に架設することができ、また桁下空間条
件に規制されることなく施工が可能であるなどの特徴が
ある。2. Description of the Related Art An overhanging construction method of constructing a bridge by using a cantilever overhanging work device and alternately extending the bridge body from the bridge pier in the bridge axis direction while balancing the bridge body from side to side has been widely used. In this overhang construction method, a bridge body is divided into blocks of about 2 to 5 m in length and added to each other, so that a bridge with a long and long span can be easily constructed, and the space under the girder is regulated. There is such a feature that construction is possible without any.
【0003】この張出架設作業装置は橋軸方向に移設可
能なレールを既設橋体ブロック上に仮固定し、そのレー
ル上に作業装置を前後進可能に載置し、この作業装置か
ら型枠や足場を吊設支持し、鉄筋などを組立て、コンク
リートを打設して当該ブロックを構築するものである。
当該ブロックの構築後、架設作業装置を次のブロック位
置まで前進させて以上の工程を繰り返し、次々と橋体を
張出構築する方法である。この方法を説明する一例を図
13に示した。図13は張出架設桁橋の施工を示す側面
図である。橋脚P1 、P4 についてはすでに上部構造の
張出架設が終了し、橋脚P2 、P3 では架設作業装置1
00を用いて橋軸方向左右にバランスさせながら上部構
造102、103を一ブロックづつ張出している様子を
示している。橋脚P1 、P4 の上部構造101、104
はそれぞれの橋台との間は支保工を用いた場所打ちコン
クリートで結合し、橋脚P2 、P3 から伸びて来る橋体
を待ち、閉合部で連結し一連の橋体を完成する。図1
4、15は、それぞれ図13のH−H矢視図、I−I矢
視図でコンクリート箱桁103、104の断面を示して
いる。この図14、図15に示す全断面がコンクリート
製の橋梁は、質量が大きいことから静音性に優れてお
り、また、錆びないなどの特徴を有している。しかし、
重量が大きく、耐震性の点で不利であり、橋脚などの下
部構造が大きくなるなどの問題がある。In this overhanging work apparatus, a rail that can be relocated in the bridge axis direction is temporarily fixed on an existing bridge body block, and the work apparatus is mounted on the rail so as to be able to move forward and backward. And a scaffold are suspended and supported, assembling reinforcing bars and the like, and casting concrete to construct the block.
After constructing the block, the erection work device is advanced to the next block position, and the above steps are repeated, so that the bridge body is continuously extended and constructed. One example illustrating this method is shown in FIG. FIG. 13 is a side view showing the construction of the overhanging girder bridge. For the piers P 1 and P 4 , the overhanging of the superstructure has already been completed, and for the piers P 2 and P 3 , the erection work device 1
The upper structures 102 and 103 are shown extending one block at a time while balancing the bridge structure in the bridge axis direction from side to side using 00. Superstructure piers P 1, P 4 101,104
Is connected to each abutment with cast-in-place concrete using a shoring, waits for the bridges extending from the piers P 2 and P 3 , and connects them at the joints to complete a series of bridges. FIG.
Numerals 4 and 15 show cross sections of the concrete box girders 103 and 104 in the views of arrows HH and II in FIG. 13, respectively. The bridge having a concrete cross section shown in FIGS. 14 and 15 is excellent in noise reduction due to its large mass, and has features such as rust resistance. But,
It is heavy and disadvantageous in terms of earthquake resistance, and there are problems such as an increase in the size of the substructure such as piers.
【0004】このような観点から、新たな構造形式の橋
梁が求められ、その解決策の一つとして、張出架設桁橋
の特徴、優位性を生かした橋梁として鋼板とコンクリー
トとを複合した新規な波形鋼板ウエブを有する橋梁が提
案され実用化されている。この新しい橋梁の特徴は、単
に鋼板とコンクリートを複合した従来の鋼桁橋と相違
し、鋼板を波形に折り曲げ、橋軸方向に波形が繰り返さ
れるように配置して腹板(ウエブ)として利用し、上下
の床版(フランジ)をコンクリートで形成し箱形断面桁
とすることにある。この種の形式の橋梁としては、現在
までに日本国内で2橋の実績がある。その施工方法の一
例は一径間の単純桁構造の箱桁を地上の製作台上で場所
打ち構築したものを門形クレーンで架設したものであ
り、他の一例は、連続桁形式の箱桁を所定の長さに分割
して、橋台後方の地上製作台上で構築し、一ブロックの
製作後、橋台、橋脚方向に押出し、そのブロックの後方
に次ブロックを継ぎ足し製作し、次々と製作・押出しを
繰り返して橋体を構築したものである。[0004] From such a viewpoint, a bridge having a new structure type is required, and as one of the solutions, as a bridge taking advantage of the features and advantages of the overhanging girder bridge, a new combination of steel plate and concrete is used. A bridge having a corrugated steel web has been proposed and put into practical use. The feature of this new bridge is that, unlike the conventional steel girder bridge that simply combines steel plate and concrete, the steel plate is bent into a corrugated shape and arranged so that the corrugation repeats in the bridge axis direction and used as a web plate (web). The upper and lower floor slabs (flanges) are formed of concrete to form a box-shaped section girder. To date, there are two bridges of this type in Japan. One example of the construction method is a box girder with a simple girder structure of one span, which is cast in place on a production stand on the ground, and erected with a portal crane. Another example is a box girder of a continuous girder type. Is divided into predetermined lengths, built on the ground production stand behind the abutment, after one block is manufactured, extruded in the direction of the abutment and the pier, the next block is added to the back of the block, and the production is continued. A bridge is constructed by repeating extrusion.
【0005】[0005]
【発明が解決しようとする課題】本発明は、上記の新規
な合成鋼桁を用い、その施工方法として張出架設工法を
適用し、張出架設工法の特徴、優位性を生かして軽量で
経済的な橋梁を建設しようとするものである。しかし、
波形鋼板を腹板(ウエブ)として使用する桁は、波形鋼
板のみでは変形自由性が大きく、上下床版のコンクリー
トを打設しコンクリートの強度が発現するまでは自重を
負担するだけの剛性も有しない。そのため、桁材となる
波形鋼板の上下端に波形の山と山との間及び谷と谷との
間を桁長手方向に連結するそれぞれ二列の補剛鋼材を溶
接しておき、自重及び作業荷重程度の曲げモーメントや
変形を拘束する必要が生じる。SUMMARY OF THE INVENTION The present invention uses the novel synthetic steel girder described above and applies an overhanging construction method as a construction method. The advantage of the overhanging construction method is that it is lightweight and economical. Is to construct a traditional bridge. But,
The girder using corrugated steel sheet as web (web) has a high degree of freedom of deformation only with corrugated steel sheet, and has sufficient rigidity to bear its own weight until concrete strength is developed by placing concrete on the upper and lower floor slabs. do not do. For this purpose, two rows of stiffening steel members are connected to the upper and lower ends of the corrugated steel plate serving as the girder material. It becomes necessary to restrain the bending moment and deformation of the load.
【0006】張出架設工法では橋体の一施工単位長さ
は、橋軸方向に2〜5m程度であり、当然ウエブ材長さ
もその施工単位長に合わせてブロックとして製作し、一
ブロック毎に溶接又はボルト接合で延伸していくことと
なる。この時、桁材の延伸、上下床版コンクリートの打
設を繰り返し橋体を張出架設していく段階で、橋体の想
定外の撓みや上ぞりが生じると、隣接の橋脚から張出し
てきた橋体と段差を生じ隣接橋体との連結が困難にな
り、橋脚間の橋体を円滑に閉合することができない恐れ
が出てくる。In the overhang construction method, one construction unit length of the bridge body is about 2 to 5 m in the bridge axis direction. Naturally, the length of the web material is manufactured as a block according to the construction unit length. It will be extended by welding or bolt joining. At this time, if the bridge body is repeatedly stretched and the concrete is laid on the upper and lower floor slabs and the bridge body is overhanging, and unexpected bending or upslending of the bridge body occurs, the bridge body overhangs from the adjacent pier. There is a risk that it may be difficult to connect the bridges between the piers due to the difficulty of connecting to the adjacent bridges due to the stepped bridge body and the steps.
【0007】さらに橋梁の平面線形が曲線を描く場合な
どの対応について技術的に未成熟な部分が残っている。
図13に示すような全断面コンクリート製の張出架設桁
橋では既に確立された技術があり、比較的簡単にすりあ
わせが可能であるが、波形鋼板をウエブに使用した場合
は、上に述べた橋体架設作業時の剛性を維持する補剛構
造が障害となり容易に変形することができない。[0007] Furthermore, there is a technically immature part to cope with the case where the horizontal alignment of the bridge draws a curve.
The overhanging girder bridge made of all-section concrete as shown in Fig. 13 has a well-established technique and can be relatively easily laid. However, when corrugated steel sheets are used for the web, The stiffening structure that maintains the rigidity during the bridge erection work becomes an obstacle and cannot be easily deformed.
【0008】この新しい構造の橋梁の建設方法を発展さ
せるためにもこの課題を解決しておく必要があり、本発
明はこの課題を解決した波形鋼板ウエブを用いる張出架
設桁橋の施工方法を提供することを目的とする。It is necessary to solve this problem in order to develop a method of constructing a bridge having this new structure. The present invention provides a method of constructing an overhanging girder bridge using a corrugated steel web that solves this problem. The purpose is to provide.
【0009】[0009]
【課題を解決するための手段】本発明は、橋梁を所定の
長さに分割したブロックとして片持ちで張出す張出架設
桁橋の腹板(ウエブ)として、凹凸が繰り返す波形鋼板
を利用するコンクリートと鋼板の合成構造の橋桁を架設
する場合において、ウエブを構成すべき波形鋼板の上縁
と下縁にそれぞれ補剛鋼材を取付けて既架設桁から張出
し、波形鋼板先端の鉛直方向の撓みを検出し、この撓み
が計画値と一致するように前記補剛鋼材を局部的に屈曲
させて調整し、次いで該波形鋼板の上縁及び下縁端を場
所打ちのコンクリート中に埋設して箱形断面の橋桁を形
成し、張出桁を構築することを特徴とする波形鋼板ウエ
ブを用いる張出架設桁の施工方法である。SUMMARY OF THE INVENTION The present invention utilizes a corrugated steel sheet having repeated irregularities as a web (web) of an overhanging girder bridge that cantileverly projects a bridge into blocks each having a predetermined length. When constructing a bridge girder with a composite structure of concrete and steel plate, stiffening steel is attached to the upper and lower edges of the corrugated steel plate that is to constitute the web, respectively, and overhangs the existing girder to reduce the vertical deflection of the tip of the corrugated steel plate. The stiffening steel material is locally bent and adjusted so that this deflection matches the planned value, and then the upper and lower edges of the corrugated steel sheet are buried in cast-in-place concrete to form a box. A method for constructing an overhanging girder using a corrugated steel web, wherein a bridge girder having a cross section is formed and an overhanging girder is constructed.
【0010】さらに、前記撓みを計画値と一致するよう
に調整することに加えて、前記補剛鋼材を局部的に屈曲
させて、橋軸の水平面内の曲線形状に対応する波形鋼板
の水平曲りを付与することを特徴とする張出架設桁の施
工方法を提供する。本発明の基本的な構成は、波形鋼板
の波の波高と、ピッチを微調整し波形鋼板の上辺長と下
辺長に差異を生じさせ、片持ちで張出された波形鋼板の
先端の垂れ下がりや持ち上がりを計画値と一致するよう
に補正することであり、場合によっては下げ越し、上げ
越しを考慮して計画値と一致するように調整することと
なる。また繰り返される波形鋼板の波の左右のピッチを
微小変化させて桁材に水平面内の曲がりを生じさせ架設
進行方向の変化を得ようとするものである。Further, in addition to adjusting the deflection so as to coincide with the planned value, the stiffening steel material is locally bent so that the horizontal bending of the corrugated steel sheet corresponding to the curved shape in the horizontal plane of the bridge shaft is performed. And a method for constructing an overhanging girder, characterized by providing The basic configuration of the present invention is to fine-tune the wave height and pitch of the wave of the corrugated steel sheet to cause a difference in the upper side length and the lower side length of the corrugated steel sheet, and to prevent the tip of the corrugated steel sheet that is cantilevered from sagging. Lifting is to be corrected so as to match the plan value, and in some cases, adjustment is made to match the plan value in consideration of lowering and raising. Further, the left and right pitches of the waves of the corrugated steel sheet are changed slightly to cause the beam to bend in the horizontal plane to obtain a change in the erection traveling direction.
【0011】[0011]
【発明の実施の形態】以下図面を参照して本発明を説明
する。本例は、プレストレストコンクリート構造の橋梁
であるが、PC鋼材の図示は省略してある。図10は本
発明の実施例の張出架設桁橋の側面図で、橋脚P2 の柱
頭部から橋体を左右に交互に張出架設作業装置100を
使用して張出架設する様子を示したものである。図11
はその断面図で、図10のD−D矢視図、図12は、図
10のE−E矢視図である。上床版41及び下床版42
はコンクリートで、それを繋ぐ腹板(ウエブ)10は波
形鋼板を使用している。上床版41には架設PC鋼材が
配置されており、箱形断面内43には、橋梁長手方向に
沿って外ケーブルのPCケーブルが配置されているが図
示を省略している。DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention will be described below with reference to the drawings. In this example, a bridge having a prestressed concrete structure is shown, but illustration of PC steel is omitted. Figure 10 is a side view of the overhang erection girder bridge embodiment of the present invention, shows a state in which the projecting erection using overhanging erection work apparatus 100 alternately bridge body to the left and right from the stigmas of the pier P 2 It is a thing. FIG.
10 is a cross-sectional view thereof, taken along the line DD in FIG. 10, and FIG. 12 is a view taken along the line EE in FIG. Upper slab 41 and lower slab 42
Is a concrete, and a web plate (web) 10 for connecting it is a corrugated steel plate. An installed PC steel material is arranged on the upper floor slab 41, and a PC cable of an external cable is arranged in the box-shaped section 43 along the longitudinal direction of the bridge, but is not shown.
【0012】図1は、一枚の波形鋼板ウエブ10の例を
示す斜視図である。図2はその平面図であり、図3は、
側面図である。波形鋼板ウエブ10は長手方向に凹凸が
繰り返す波形が形成され、その剛性を確保するために、
波形鋼板ウエブ10の上下端それぞれの山と山及び谷と
谷とを繋ぐ長手方向の二列の補剛鋼材(鉄筋)12が溶
接されている。波形鋼板ウエブ10の長手方向の端部に
は波形鋼板同士を連結するための継手ボルト孔14を穿
設してある。また波形鋼板ウエブ10の上下端近傍に
は、鉄筋挿通孔13が穿設されている。この鉄筋挿通孔
13は上下床版コンクリート中に埋設されコンクリート
との一体化と応力伝達のための通し鉄筋を挿通するもの
である。FIG. 1 is a perspective view showing an example of one corrugated steel sheet web 10. As shown in FIG. FIG. 2 is a plan view, and FIG.
It is a side view. The corrugated steel web 10 has a waveform in which irregularities are repeatedly formed in the longitudinal direction, and in order to secure its rigidity,
Two rows of stiffening steel members (reinforcing bars) 12 in the longitudinal direction that connect the ridges and valleys and the valleys and valleys at the upper and lower ends of the corrugated steel web 10 are welded. A joint bolt hole 14 for connecting the corrugated steel sheets to each other is formed in the longitudinal end of the corrugated steel sheet web 10. Further, reinforcing bar insertion holes 13 are formed near the upper and lower ends of the corrugated steel sheet web 10. The reinforcing bar insertion holes 13 are buried in the upper and lower floor slab concrete, and penetrate through reinforcing bars for integration with the concrete and for transmitting stress.
【0013】図4、図5は本発明の撓み及び変形を調整
する方法の説明図で、図4は図5のA−A矢視断面図、
図5は側面図である。波形鋼板ウエブ10を左右から挾
むように、桁材継手ボルト孔14の一部を利用して上下
二段に補剛フレーム20a、20bを装着している。波
形鋼板ウエブ10の先端は押込み金具25で把持され、
この押込み金具25はロッド24を介して油圧ジャッキ
23に連結され、油圧ジャッキ23は補剛フレーム20
の先端に設けられている繋ぎ材22支持されている。補
剛フレーム20の中間部には、多数の押えボルト26が
設けられ、押えボルト26は波形鋼板の山の頂上及び谷
の底面をそれぞれ押え、波形鋼板の横曲がり剛性を高め
ている。FIG. 4 and FIG. 5 are explanatory views of the method for adjusting the bending and deformation of the present invention. FIG. 4 is a sectional view taken along the line AA of FIG.
FIG. 5 is a side view. The stiffening frames 20a and 20b are mounted in two upper and lower stages using a part of the girder joint bolt hole 14 so as to sandwich the corrugated steel web 10 from the left and right. The tip of the corrugated steel sheet web 10 is gripped by a press fitting 25,
The push-in fitting 25 is connected to a hydraulic jack 23 via a rod 24, and the hydraulic jack 23 is connected to the stiffening frame 20.
Is supported by a connecting member 22 provided at the end of the connecting member 22. A large number of holding bolts 26 are provided at an intermediate portion of the stiffening frame 20, and the holding bolts 26 hold the tops of the peaks and the bottoms of the valleys of the corrugated steel plate, respectively, to increase the lateral bending rigidity of the corrugated steel plate.
【0014】図5は調整装置の一例を示すもので、張出
架設途中で波形鋼板の先端が垂れ下がる撓みが生じた場
合を例に挙げて調整方法を詳説する。想定以上の撓みが
生じた場合は、波形鋼板の上辺長を下辺長より短縮する
必要がある。そのためには、図5において、上部補剛フ
レーム20aの向かって左端の取付けボルトをブラケッ
ト21を介して緊締し、同フレームの向かって右端側の
取付けボルトは緩みを持たせ取付ける。下部補剛フレー
ム20bは、左右端共取り付けボルトは緊締しておく。
上部補剛フレーム20aの向かって右端の桁材を挾むフ
レーム間につなぎ材22に反力をとって押込み金具25
を取り付けた油圧ジャッキ23を装着し、押込金具25
のスリットに鋼板端を挿入し、油圧ジャッキ23をフレ
ーム右端に反力を取って伸長させ、桁材長手軸方向に圧
縮力を付与する。その状態では、桁材上端の山と山との
間及び谷と谷との間を繋いだ補剛鋼材が座屈に抵抗して
円滑に波形鋼板が変形しないので、図7で示すように波
形鋼板の山と山の間及び谷と谷との間の補剛鋼材にベン
ダー30を装着し、ベンダーのジャッキを作動させ補剛
鋼材12を局部的に曲げ変形させる。ベンダー30は、
図7に示すように、波形鋼板の波の半ピッチずれた位置
で、2本の補剛鋼材12、12の山と山との間及び谷と
谷との間にそれぞれ装着して作動させれば波形鋼板ウエ
ブ10を直線的に短縮させることができる。図7に示す
ベンダー30のB−B矢視図、C−C矢視図をそれぞれ
図8及び図9に示した。ベンダー30は2点支持部31
とその中央のフック32とを補剛鋼材12に係止させ、
油圧ジャッキ33により補剛鋼材12を局部的に曲げる
ものである。この時、補剛フレーム20に取り付けた、
図6に示す押えボルト26は、波形鋼板ウエブ10の山
の頂部及び谷の底部を押さえ、変形の抑制と調整を行う
ためのものである。押えボルト26は補剛フレーム20
に取付けた雌ねじに螺合する雄ねじ27を有し、波形鋼
板ウエブ10に当接する頭部28の位置を調整すること
ができ、その位置をロックナット29によって固定す
る。FIG. 5 shows an example of the adjusting device. The adjusting method will be described in detail by taking as an example a case in which the tip of the corrugated steel sheet hangs down in the middle of the overhanging construction. If the bending is more than expected, the upper side length of the corrugated steel sheet needs to be shorter than the lower side length. To this end, in FIG. 5, the mounting bolt on the left end of the upper stiffening frame 20a is tightened via the bracket 21, and the mounting bolt on the right end of the upper stiffening frame 20a is loosely mounted. In the lower stiffening frame 20b, the mounting bolts on both the left and right ends are tightened.
A pushing metal 25 is formed by applying a reaction force to the connecting member 22 between the frames sandwiching the rightmost girder member toward the upper stiffening frame 20a.
The hydraulic jack 23 with the
The ends of the steel plates are inserted into the slits, and the hydraulic jack 23 takes a reaction force at the right end of the frame to extend it, thereby applying a compressive force in the longitudinal direction of the girder. In this state, the stiffening steel material connected between the ridges and the valleys at the upper end of the girder member resists buckling and the corrugated steel plate does not deform smoothly, so that the corrugated steel sheet is deformed as shown in FIG. The bender 30 is attached to the stiffening steel material between the peaks and the valleys of the steel plate, and the jack of the bender is operated to locally bend and deform the stiffening steel material 12. Vendor 30
As shown in FIG. 7, the two stiffening steel members 12 are mounted and operated at the position shifted by half a pitch of the wave of the corrugated steel sheet between the ridges and between the valleys. For example, the corrugated steel sheet web 10 can be shortened linearly. 8 and 9 are views of the bender 30 shown in FIG. 7 as viewed from the arrows BB and CC, respectively. The bender 30 is a two-point support part 31
And the hook 32 at the center thereof are locked to the stiffening steel material 12,
The stiffening steel material 12 is locally bent by the hydraulic jack 33. At this time, it was attached to the stiffening frame 20,
The holding bolts 26 shown in FIG. 6 are for holding the tops of the peaks and the bottoms of the valleys of the corrugated steel web 10 to suppress and adjust deformation. The holding bolt 26 is used for the stiffening frame 20.
Has a male screw 27 that is screwed into the female screw attached thereto, and the position of the head 28 that contacts the corrugated steel sheet web 10 can be adjusted. The position is fixed by a lock nut 29.
【0015】なお、ベンダー30の作動は、既設橋体側
に近い位置に取付けた方が効果が大きい。即ち、少しの
曲げ量(桁材の短縮量)によって桁材先端を移動させる
量が大きくなるからである。また、曲線橋の場合に、曲
線に合わせ波形鋼板を曲げる時は、曲線内側の波形鋼板
の上下段両方の補剛フレーム20にジャッキを装着し、
押えボルト26を曲線に合わせて調整すると同時に、波
形鋼板の上下辺双方の曲線の内側となる補剛鋼材12に
ベンダー30を装着して補剛鋼材12を曲げることによ
って可能となる。The operation of the bender 30 is more effective when the bender 30 is mounted at a position closer to the existing bridge. In other words, a small amount of bending (a reduction in the length of the girder) increases the amount of movement of the girder end. Also, in the case of a curved bridge, when bending a corrugated steel sheet in accordance with a curve, jacks are attached to both upper and lower stiffening frames 20 of the corrugated steel sheet inside the curve,
This is made possible by adjusting the holding bolt 26 in accordance with the curve and, at the same time, bending the stiffener 12 by attaching the bender 30 to the stiffener 12 inside the upper and lower curves of the corrugated steel sheet.
【0016】本発明で使用する補剛フレーム20は、張
出架設作業車に桁材を吊り込み調整後取り外しても良い
し、または上下床版コンクリートの強度発現後に取り外
すこととすれば作業荷重などによる変形を防止でき好適
である。以上の説明例は、一例であり補剛鋼材は丸鋼を
示しているがこれに限定されるものでもなく、フラット
バー、山形鋼、角鋼など適宜選択すればよく、桁材の長
さ調整もジャッキの押し・引きも自由である。また、補
剛フレームの取付け段数も桁高に応じて適切な数とすれ
ばよい。The stiffening frame 20 used in the present invention may be removed after suspending the girder material on the overhanging work vehicle, or may be removed after the strength of the upper and lower floor slab concrete is developed. This is preferable because deformation due to the above can be prevented. The above description is an example, and the stiffening steel material is a round steel, but is not limited to this.A flat bar, an angle steel, a square steel, etc. may be appropriately selected, and the length of the girder material is also adjusted. The jack can be pushed and pulled freely. Further, the number of mounting steps of the stiffening frame may be set to an appropriate number according to the girder height.
【0017】[0017]
【発明の効果】本発明方法によれば、従来の全断面コン
クリート製の張出架設桁の特徴や優位性と同様の効果を
活用し、さらに軽量で下部工の負担を軽減し、経済的で
耐震性に優れた、新しい合成構造の橋梁を建設すること
が可能となる。According to the method of the present invention, the same advantages as the features and advantages of the conventional overhanging girder made of full-section concrete are utilized, and furthermore, the weight is reduced and the burden on the substructure is reduced. It is possible to construct a new composite bridge with excellent earthquake resistance.
【図1】実施例の波形鋼板の斜視図である。FIG. 1 is a perspective view of a corrugated steel sheet according to an embodiment.
【図2】実施例の波形鋼板の平面図である。FIG. 2 is a plan view of a corrugated steel sheet of an example.
【図3】実施例の波形鋼板の側面図である。FIG. 3 is a side view of the corrugated steel sheet of the embodiment.
【図4】図5のA−A矢視図である。FIG. 4 is a view taken in the direction of arrows AA in FIG. 5;
【図5】実施例の波形鋼板の補強を示す側面図である。FIG. 5 is a side view showing reinforcement of the corrugated steel sheet of the example.
【図6】実施例の押えボルトの側面図である。FIG. 6 is a side view of the holding bolt of the embodiment.
【図7】実施例のベンダーの使用を示す平面図である。FIG. 7 is a plan view showing the use of the vendor of the embodiment.
【図8】図7のB−B矢視図である。8 is a view taken in the direction of arrows BB in FIG. 7;
【図9】図7のC−C矢視図である。9 is a view as viewed in the direction of arrows CC in FIG. 7;
【図10】実施例の張出架設桁橋の側面図である。FIG. 10 is a side view of the overhanging girder bridge of the embodiment.
【図11】図10のD−D矢視図である。FIG. 11 is a view as viewed in the direction of the arrow DD in FIG. 10;
【図12】図10のE−E矢視図である。FIG. 12 is a view as seen in the direction of arrows EE in FIG. 10;
【図13】張出架設桁橋の側面図である。FIG. 13 is a side view of an overhanging girder bridge.
【図14】図13のH−H矢視図である。FIG. 14 is a view taken in the direction of arrows HH in FIG. 13;
【図15】図13のI−I矢視図である。FIG. 15 is a view taken in the direction of the arrow II in FIG. 13;
10 波形鋼板ウエブ(腹板) 12 補剛鋼材(鉄筋) 13 鉄筋挿通孔 14 ボルト孔 20、20a、20b 補剛フレーム 21 ブラケット 22 つなぎ材 23 油圧ジャッキ 24 ロッド 25 押込み金具 26 押えボルト 27 雄ねじ 28 当接部 29 ロックナット 30 ベンダー 31 支持部 32 フック 33 油圧ジャッキ 41 上床版 42 下床版 43 箱桁断面内 100 張出架設作業装置 101〜104 上部構造(コンクリート箱桁) 105 橋台 DESCRIPTION OF SYMBOLS 10 Corrugated steel plate web (belly plate) 12 Stiffening steel material (reinforcing bar) 13 Reinforcing bar insertion hole 14 Bolt hole 20, 20a, 20b Stiffening frame 21 Bracket 22 Connecting material 23 Hydraulic jack 24 Rod 25 Push-in fitting 26 Holding bolt 27 Male screw 28 hit Contact part 29 Lock nut 30 Bender 31 Support part 32 Hook 33 Hydraulic jack 41 Upper floor slab 42 Lower floor slab 43 Inside box girder cross section 100 Overhang work equipment 101-104 Upper structure (concrete box girder) 105 Abutment
Claims (2)
縁にそれぞれ補剛鋼材を取付けて既架設桁から張出し、
該波形鋼板先端の鉛直方向の撓みを検出し、この撓みが
計画値と一致するように前記補剛鋼材を局部的に屈曲さ
せて調整し、次いで該波形鋼板の上縁及び下縁端を場所
打ちのコンクリート中に埋設して箱形断面の橋桁を形成
し、張出架設桁を構築することを特徴とする波形鋼板ウ
エブを用いる張出架設桁の施工方法。1. A stiffening steel material is attached to each of an upper edge and a lower edge of a corrugated steel sheet which is to constitute a web, and is extended from an existing girder.
The vertical bending of the tip of the corrugated steel sheet is detected, and the stiffening steel material is locally bent and adjusted so that the bending matches the planned value. Then, the upper edge and the lower edge of the corrugated steel sheet are located. A method of constructing an overhanging girder using corrugated steel webs, wherein the overhanging girder is constructed by embedding in a cast-in concrete to form a box-shaped bridge girder.
することに加えて、前記補剛鋼材を局部的に屈曲させ
て、橋軸の水平面内の曲線形状に対応する波形鋼板の水
平曲がりを付与することを特徴とする請求項1記載の波
形鋼板ウエブを用いる張出架設桁の施工方法。2. In addition to adjusting the deflection so as to match a planned value, the bending of the stiffening steel material locally causes the horizontal bending of the corrugated steel sheet corresponding to the curved shape in the horizontal plane of the bridge shaft. The method for constructing an overhanging girder using the corrugated steel sheet web according to claim 1, wherein:
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP7181597A JPH10266136A (en) | 1997-03-25 | 1997-03-25 | Execution method of overhanging girder bridge using corrugated steel plate web |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP7181597A JPH10266136A (en) | 1997-03-25 | 1997-03-25 | Execution method of overhanging girder bridge using corrugated steel plate web |
Publications (1)
Publication Number | Publication Date |
---|---|
JPH10266136A true JPH10266136A (en) | 1998-10-06 |
Family
ID=13471445
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP7181597A Withdrawn JPH10266136A (en) | 1997-03-25 | 1997-03-25 | Execution method of overhanging girder bridge using corrugated steel plate web |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPH10266136A (en) |
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Publication number | Priority date | Publication date | Assignee | Title |
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CN103321157A (en) * | 2013-07-01 | 2013-09-25 | 中冶交通(沈阳)建设工程有限公司 | Construction method of weathering resistant steel box girder |
CN103758020A (en) * | 2013-12-25 | 2014-04-30 | 广西科技大学 | Preparation technology for corrugated steel web combined box girder |
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JP2017008669A (en) * | 2015-06-25 | 2017-01-12 | 三井住友建設株式会社 | Bridge girder |
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-
1997
- 1997-03-25 JP JP7181597A patent/JPH10266136A/en not_active Withdrawn
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CN103321157A (en) * | 2013-07-01 | 2013-09-25 | 中冶交通(沈阳)建设工程有限公司 | Construction method of weathering resistant steel box girder |
CN103321157B (en) * | 2013-07-01 | 2015-09-09 | 中冶交通(沈阳)建设工程有限公司 | A kind of construction method of weathering steel steel box-girder |
CN103758020A (en) * | 2013-12-25 | 2014-04-30 | 广西科技大学 | Preparation technology for corrugated steel web combined box girder |
CN104831628A (en) * | 2015-05-21 | 2015-08-12 | 浙江省交通规划设计研究院 | Permanent formwork of bridge deck of multi-girder steel mixing structure bridge |
CN104831628B (en) * | 2015-05-21 | 2017-01-25 | 浙江省交通规划设计研究院 | Permanent formwork of bridge deck of multi-girder steel mixing structure bridge |
JP2017008669A (en) * | 2015-06-25 | 2017-01-12 | 三井住友建設株式会社 | Bridge girder |
CN115262801A (en) * | 2022-08-03 | 2022-11-01 | 浙江东南建筑设计有限公司 | Wave-shaped single steel plate shear wall system |
CN115262801B (en) * | 2022-08-03 | 2024-02-20 | 浙江东南建筑设计有限公司 | Wave-shaped single-steel-plate shear wall system |
CN117488700A (en) * | 2023-12-28 | 2024-02-02 | 中铁四局集团有限公司 | Steel box girder assembly jig frame structure |
CN117488700B (en) * | 2023-12-28 | 2024-04-12 | 中铁四局集团有限公司 | Steel box girder assembly jig frame structure |
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