JPH11158812A - Hollow floor slab bridge and construction thereof - Google Patents
Hollow floor slab bridge and construction thereofInfo
- Publication number
- JPH11158812A JPH11158812A JP9330268A JP33026897A JPH11158812A JP H11158812 A JPH11158812 A JP H11158812A JP 9330268 A JP9330268 A JP 9330268A JP 33026897 A JP33026897 A JP 33026897A JP H11158812 A JPH11158812 A JP H11158812A
- Authority
- JP
- Japan
- Prior art keywords
- girder
- cast
- place concrete
- bridge
- section
- 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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Links
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- Bridges Or Land Bridges (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】この発明は鉄筋コンクリート
造の中空床版橋及びその構築方法に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a reinforced concrete hollow slab 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】中空床
版橋は中空断面であることにより橋桁重量が軽量で、躯
体コストが抑えられる他、プレストレスを導入すること
で支間を大きく取れる利点があるが、従来はプレキャス
トコンクリート製の桁部材とその桁部材を互いに接合す
る場所打ちコンクリートの合成構造で、もしくは全長に
亘って場所打ちコンクリート造で構築されるため、支間
の長大化に限界がある。2. Description of the Related Art Hollow floor slab bridges have the advantage that the bridge girder has a hollow cross-section, so that the bridge girder weight is light, the skeleton cost can be reduced, and the span can be increased by introducing prestress. Conventionally, however, there is a limit to the length of the span because it is constructed by a precast concrete girder member and a cast-in-place concrete composite structure that joins the girder members to each other, or a cast-in-place concrete structure over the entire length. .
【０００３】合成構造の場合、場所打ちコンクリートは
桁部材をその幅方向に接合することから、支間は桁部材
の長さで決まるが、桁部材の長さの限界は運搬の都合か
ら20〜25ｍ前後とされるため、支間はそれ以下に制限さ
れる。In the case of a composite structure, cast-in-place concrete joins the girder members in the width direction, so that the span is determined by the length of the girder members, but the length of the girder members is limited to 20 to 25 m for convenience of transportation. Because it is before and after, the span is limited to less than that.
【０００４】全長が場所打ちコンクリート造の場合に
は、支間を拡大する上での制約はないが、支間の全長に
亘って支保工を設置する必要があるため、仮設工事が大
規模化し、工期が長期化する不利がある。In the case of cast-in-place concrete having a full length, there is no restriction in expanding the span, but since it is necessary to install a shoring along the entire span of the span, temporary construction becomes large-scale and the construction period is shortened. However, there is a disadvantage of prolonged.
【０００５】この発明は上記背景より、支間の長大化と
仮設工事の簡素化を図る中空床版橋とその構築方法を提
案するものである。In view of the above, the present invention proposes a hollow slab bridge and a method of constructing the same, which can increase the length of a span and simplify temporary construction work.
【０００６】[0006]
【課題を解決するための手段】本発明では一支間を三区
間に区分し、その内の中間区間を、プレキャストコンク
リート製の桁部材と桁部材を互いに接合する場所打ちコ
ンクリートの合成構造で構築し、中間区間の両側の区間
を場所打ちコンクリートで構築し、全区間をＰＣケーブ
ルで一体化することにより支間の長大化を可能にすると
共に、仮設工事を簡素化する。According to the present invention, one span is divided into three sections, and an intermediate section is constructed by a precast concrete girder member and a cast-in-place concrete composite structure for joining the girder members to each other. By constructing the sections on both sides of the intermediate section with cast-in-place concrete and integrating the entire section with PC cables, it is possible to lengthen the spans and simplify temporary construction work.
【０００７】中間区間は、予めプレストレスが導入さ
れ、幅方向に間隔をおいて架設される複数本のプレキャ
ストコンクリート製の桁部材と、幅方向に隣接する桁部
材を互いに接合する場所打ちコンクリートから中空断面
で構築され、中間区間の両側の区間は場所打ちコンクリ
ートから中空断面で構築される。[0007] The intermediate section is made of a plurality of precast concrete girder members which are pre-stressed in advance and are erected at intervals in the width direction and cast-in-place concrete for joining widthwise adjacent girder members to each other. It is constructed with a hollow section, and the sections on both sides of the intermediate section are constructed with a hollow section from cast-in-place concrete.
【０００８】ＰＣケーブルは両側の区間と中間区間に亘
って架設され、橋桁の全長にプレストレスが導入され
る。橋桁が請求項２に記載の、少なくとも二径間に跨る
連続桁である場合もＰＣケーブルは橋桁の全長に架設さ
れる。[0008] The PC cable is laid over the section on both sides and the intermediate section, and prestress is introduced into the entire length of the bridge girder. In the case where the bridge girder is a continuous girder spanning at least two spans according to claim 2, the PC cable is also laid over the entire length of the bridge girder.
【０００９】橋桁が桁部材と場所打ちコンクリートから
なる従来の合成構造の場合、前記の通り、支間は最大で
桁部材の製作上の限界の長さ程度に留まるが、本発明で
は合成構造の中間区間が、その両側の区間の場所打ちコ
ンクリートとＰＣケーブルによって支間方向に一体化さ
れるため、桁部材の長さの二倍程度の支間を実現するこ
とが可能になる。In the case of the conventional composite structure in which the bridge girder is composed of a girder member and cast-in-place concrete, as described above, the span is at most about the limit length in the production of the girder member. Since the section is integrated in the span direction by the cast-in-place concrete and the PC cable in the sections on both sides thereof, it is possible to realize a span of about twice the length of the girder member.
【００１０】一支間の内の中間区間に、予めプレストレ
スが導入された桁部材を用いることで、プレストレスの
導入がない桁部材を用いる場合より中間区間の桁高が抑
えられる。その結果、全長が合成構造の場合や場所打ち
コンクリートの場合より橋桁の総重量が軽量化され、そ
の面からも支間の長大化が可能になり、従来構造と同一
の支間にした場合には軽量化により躯体コストの低減が
図られる。桁部材の桁高は桁部材のコンクリートに高強
度コンクリートを使用することで一層低減できる。By using a girder member in which prestress is introduced in advance in the middle section of one span, the height of the girder in the middle section is suppressed as compared with a case where a girder member without introduction of prestress is used. As a result, the total weight of the bridge girder is lighter than in the case of a composite structure or cast-in-place concrete, and the length of the span can be increased from that aspect. This will reduce the frame cost. The girder height of the girder member can be further reduced by using high-strength concrete for the girder member concrete.
【００１１】また中間区間では隣接する桁部材を接合す
る場所打ちコンクリートを打設するのみで構築が行われ
るため、中間区間の下方には大規模な支保工を設置する
必要がなくなり、仮設工事が大幅に簡素化され、工期の
短縮が図られる。In the intermediate section, since construction is performed only by casting cast-in-place concrete for joining adjacent girder members, it is not necessary to install a large-scale shoring below the intermediate section, and temporary construction work is not required. It is greatly simplified, and the construction period is shortened.
【００１２】中間区間の下方に大規模な支保工を設置す
る必要がないことから、桁下の空間に支保工を設置でき
ない場所においても橋桁を架設することが可能になる橋
桁が単純桁の場合は支間の中間部における曲げモーメン
トが大きくなる関係から中間区間の桁高の低減に限界が
あるが、請求項２に記載のように橋桁が少なくとも二径
間に跨る連続桁である場合には支間の中間部における曲
げモーメントが小さくなるため、特に中間区間の桁高の
低減が可能になる。Since it is not necessary to install a large-scale girder below the intermediate section, a bridge girder can be installed even in a place where a girder cannot be installed in the space below the girder. There is a limit to the reduction of the girder height in the middle section because the bending moment in the middle part of the span increases, but if the bridge girder is a continuous girder spanning at least two spans as described in claim 2, , The bending moment in the middle portion of the first portion becomes small, and therefore, the girder height in the middle section can be reduced.
【００１３】連続桁の場合、中間区間の桁高の低減効果
により、架設を妨げる制約のある場所においても架設が
可能になる他、立面上、軽快な印象を与える外観を持つ
意匠的効果も生まれる。In the case of a continuous girder, the effect of reducing the girder height in the middle section enables the eaves to be installed even in a place where there is a restriction that hinders the eaves construction. to be born.
【００１４】また請求項２の場合、橋桁が連続する中間
支点を含む区間が場所打ちコンクリートであることで、
この中間支点を含む区間においては曲げモーメントに応
じて支間方向に断面を変化させることができるため、全
長が合成構造の場合より合理的な構造とすることができ
る。In the case of claim 2, the section including the intermediate fulcrum where the bridge girder is continuous is cast-in-place concrete,
In the section including the intermediate fulcrum, the cross section can be changed in the span direction in accordance with the bending moment, so that the overall length can be more rational than that of the composite structure.
【００１５】橋桁の構築は請求項３に記載の通り、中間
区間に、予めプレストレスが導入された複数本のプレキ
ャストコンクリート製の桁部材を、その幅方向に間隔を
おいて架設し、その幅方向両側に場所打ちコンクリート
を打設して幅方向に隣接する桁部材を互いに接合する一
方、中間区間の両側の区間に場所打ちコンクリートを打
設すると共に、両側の区間と中間区間に亘ってＰＣケー
ブルを架設した後、ＰＣケーブルを緊張して橋桁の全長
にプレストレスを導入することにより行われる。In the construction of the bridge girder, a plurality of precast concrete girder members in which prestress has been introduced in advance are erected in the intermediate section at intervals in the width direction, and the width of the girder member is set in the middle section. Cast-in-place concrete on both sides in the direction to join the beam members adjacent in the width direction to each other, while cast-in-place concrete on both sides of the intermediate section, and PC over both sections and the intermediate section. After the cable is laid, the PC cable is tensioned to introduce prestress into the entire length of the bridge girder.
【００１６】[0016]
【発明の実施の形態】請求項１及び請求項２の中空床版
橋は図１，図２に示すように三区間に区分された一支間
の橋桁の内、中間区間が、プレストレスが導入された複
数本のプレキャストコンクリート製の桁部材１と場所打
ちコンクリート５から構築され、両側の区間が場所打ち
コンクリート６で構築されるものである。図１は単純桁
の場合、図２は二径間の連続桁の場合を示す。BEST MODE FOR CARRYING OUT THE INVENTION In the hollow floor slab bridge according to the first and second aspects, as shown in FIGS. 1 and 2, a prestress is introduced into an intermediate section of a bridge girder divided into three sections. A plurality of precast concrete girder members 1 and cast-in-place concrete 5 are provided, and sections on both sides are constructed of cast-in-place concrete 6. 1 shows the case of a simple girder, and FIG. 2 shows the case of a continuous girder between two spans.
【００１７】桁部材１は図３に示すようにＩ形やＴ形，
あるいはＨ形断面で製作され、引張側に予めプレストレ
スを導入するためのＰＣ鋼材２が挿通し、その位置を除
く引張側の位置に、後から橋桁全長にプレストレスを導
入するＰＣケーブル７を挿通するためのシース３が配置
される。桁部材１の上端と下端からは場所打ちコンクリ
ート５との一体化のための鉄筋４が幅方向両側に突出す
る。桁部材１の製作時にプレストレスを導入する方法は
プレテンションとポストテンションのいずれでもよい。As shown in FIG. 3, the girder member 1 has an I shape, a T shape,
Alternatively, a PC cable 2 that is manufactured with an H-shaped cross-section and in which a PC steel material 2 for introducing pre-stress in advance on the tensile side is inserted and a pre-stress is introduced to the entire length of the bridge girder at a position on the tensile side excluding that position. A sheath 3 for insertion is provided. Reinforcing bars 4 for integration with cast-in-place concrete 5 project from both ends in the width direction from the upper and lower ends of the girder member 1. The method of introducing prestress at the time of manufacturing the girder member 1 may be either pretension or posttension.
【００１８】図２のｘ−ｘ線断面図である図４に示すよ
うに複数本の桁部材１は幅方向に間隔をおいて一支間の
中間区間に架設され、幅方向に隣接する桁部材１，１は
場所打ちコンクリート５によって互いに接合され、橋桁
の中間区間は隣接する桁部材１，１間に中空部が形成さ
れる中空断面として構築される。As shown in FIG. 4, which is a cross-sectional view taken along the line xx of FIG. 2, a plurality of beam members 1 are installed in an intermediate section between the spans at intervals in the width direction, and are adjacent to each other in the width direction. 1, 1 are joined together by cast-in-place concrete 5 and the intermediate section of the bridge girder is constructed as a hollow section in which a hollow is formed between adjacent girder members 1, 1.
【００１９】隣接する桁部材１，１は上端と下端におい
て互いに接合され、橋桁の中間区間は全成に亘って閉鎖
断面をすることで、桁部材１，１同士の拘束効果が上が
り、桁部材１の幅方向のせん断剛性と曲げ剛性を保有す
るため、桁部材１の幅方向には格別な緊結を必要としな
い。The adjacent girder members 1 and 1 are joined to each other at the upper end and the lower end, and the intermediate section of the bridge girder has a closed cross section throughout, thereby increasing the restraining effect between the girder members 1 and 1. Since the shear strength and the bending rigidity in the width direction of the beam member 1 are maintained, no special tightening is required in the width direction of the spar member 1.
【００２０】図２のｙ−ｙ線断面図である図５，ｚ−ｚ
線断面図である図６に示すように中間区間の両側の区間
は中間区間の中空部に、中空部が連続する中空断面とし
て場所打ちコンクリート６によって構築される。連続桁
の場合、図２に示すように端部支点側の区間の断面は同
一のまま支間方向に連続するが、橋桁が連続する中間支
点を含む区間の断面は曲げモーメントに応じて支間方向
に変化し、中間支点上で桁高が最大になる。FIG. 5 is a sectional view taken along the line y--y of FIG.
As shown in FIG. 6 which is a line sectional view, the sections on both sides of the intermediate section are constructed of cast-in-place concrete 6 as a hollow section in which the hollow section is continuous in the hollow section of the intermediate section. In the case of a continuous girder, as shown in FIG. 2, the section of the section on the end fulcrum side is continuous in the span direction with the same, but the section of the section including the intermediate fulcrum where the bridge girder is continuous in the span direction according to the bending moment. Will change and the girder height will be maximum on the intermediate fulcrum.
【００２１】ＰＣケーブル７は図１，図２に示すように
橋桁の引張側に沿って配置され、橋桁の全長に架設され
る。連続桁の場合は全径間に亘って連続して架設され
る。The PC cable 7 is disposed along the tension side of the bridge girder as shown in FIGS. 1 and 2, and is installed over the entire length of the bridge girder. In the case of a continuous girder, it is erected continuously over the entire span.
【００２２】図２に示す二径間連続桁の橋桁を構築する
施工手順を図７〜図11に示す。The construction procedure for constructing the bridge girder of the continuous span girder shown in FIG. 2 is shown in FIGS.
【００２３】橋桁の構築は、場所打ちコンクリート６の
打設区間の下に支保工８を組み立て（図７）、一支間の
中間区間である支保工８，８の端部間に桁部材１を架設
し（図８）、中間区間の両側の区間である各支保工８上
に配筋し、場所打ちコンクリート６を打設する一方（図
９）、幅方向に隣接する桁部材１，１を場所打ちコンク
リート５によって互いに接合すると共に（図10）、全区
間に亘ってＰＣケーブル７を挿通してこれを緊張し（図
11）、桁部材１と場所打ちコンクリート６にプレストレ
スを導入することにより行われる。The bridge girder is constructed by assembling the shoring 8 below the casting section of the cast-in-place concrete 6 (FIG. 7), and connecting the girder member 1 between the ends of the shoring 8, 8 which is an intermediate section between the spans. While being erected (FIG. 8), reinforcing bars are arranged on each shoring 8, which is a section on both sides of the intermediate section, and cast-in-place concrete 6 is cast (FIG. 9), while the girder members 1, 1 adjacent in the width direction are attached. While being joined to each other by the cast-in-place concrete 5 (FIG. 10), the PC cable 7 is inserted and tensioned over the entire section (FIG. 10).
11), by introducing prestress into the girder member 1 and the cast-in-place concrete 6.
【００２４】支保工８上への配筋時には桁部材１に配置
されているシース３に連続し、ＰＣケーブル７が挿通す
るシースが配置される。ＰＣケーブル７の挿通の時期は
支保工８上への場所打ちコンクリート６の打設の前後を
問わないが、ＰＣケーブル７の緊張は場所打ちコンクリ
ート６，５の硬化を待って行われる。At the time of arranging reinforcing bars on the support 8, a sheath which is continuous with the sheath 3 arranged on the beam member 1 and through which the PC cable 7 is inserted is arranged. The PC cable 7 may be inserted before or after the casting of the cast-in-place concrete 6 on the support 8, but the tension of the PC cable 7 is performed after the cast-in-place concrete 6 or 5 is hardened.
【００２５】図12〜図15に桁部材１，１の接合の要領を
示す。FIGS. 12 to 15 show the manner of joining the beam members 1 and 1. FIG.
【００２６】桁部材１，１の接合は、隣接する桁部材
１，１の下端間に下床版型枠９を跨設し（図12）、その
上に場所打ちコンクリート５を打設した後（図13）、隣
接する桁部材１，１の上端間に上床版型枠10を跨設する
と共に、橋桁の幅方向端部に位置する桁部材１の外側に
張出型枠11を設置し（図14）、両型枠10，11上に場所打
ちコンクリート５を打設することにより行われる。The joining of the girder members 1 and 1 is performed by laying a lower floor slab form 9 between the lower ends of the adjacent girder members 1 and 1 (FIG. 12), and after casting the cast-in-place concrete 5 thereon. (FIG. 13), the upper deck slab form 10 is laid between the upper ends of the adjacent spar members 1, 1, and the overhang form 11 is installed outside the spar member 1 located at the width direction end of the bridge girder. (FIG. 14), by casting cast-in-place concrete 5 on both formwork 10,11.
【００２７】下床版型枠９の設置から下床版型枠９上へ
の場所打ちコンクリート５の打設までの作業は桁部材１
から懸垂する足場12を利用して行われる。The work from installation of the lower slab form 9 to casting of the cast-in-place concrete 5 on the lower slab form 9 is performed by the girder member 1.
It is performed using the scaffold 12 suspended from the pier.
【００２８】[0028]
【発明の効果】一支間を三区間に区分し、その内の中間
区間を、プレキャストコンクリート製の桁部材と桁部材
を互いに接合する場所打ちコンクリートの合成構造で構
築し、中間区間の両側の区間を場所打ちコンクリートで
構築し、全区間をＰＣケーブルで一体化した構造である
ため、従来の桁部材と場所打ちコンクリートからなる合
成構造の場合の支間拡大上の制限がなくなり、従来構造
より二倍程度の支間を実現することが可能になる。According to the present invention, a span is divided into three sections, and an intermediate section is constructed by a precast concrete girder member and a cast-in-place concrete composite structure for joining the girder members to each other. Is constructed with cast-in-place concrete, and the entire section is integrated with PC cables, so there is no limit on the expansion of spans in the case of a composite structure consisting of a conventional girder member and cast-in-place concrete, and is twice as large as the conventional structure It is possible to realize a certain span.
【００２９】特に一支間の内の中間区間に、予めプレス
トレスが導入された桁部材を用いることで、プレストレ
スの導入がない桁部材を用いる場合より中間区間の桁高
が抑えられるため、全長が合成構造の場合や場所打ちコ
ンクリートの場合より橋桁の総重量が軽量化され、その
面からも支間の長大化が可能になり、従来構造と同一の
支間にした場合には軽量化により躯体コストの低減が図
られる。In particular, by using a girder member in which prestress has been introduced in advance in the middle section of the span, the height of the girder in the middle section can be suppressed as compared with a case where a girder member without introduction of prestress is used. The total weight of the bridge girder is lighter than that of the composite structure or cast-in-place concrete, and the length of the span can be increased from that aspect. Is reduced.
【００３０】また中間区間では隣接する桁部材を接合す
る場所打ちコンクリートを打設するのみで構築が行われ
るため、中間区間の下方には大規模な支保工を設置する
必要がなくなり、仮設工事が大幅に簡素化され、工期の
短縮が図られる。In the intermediate section, construction is performed only by casting cast-in-place concrete for joining adjacent girder members. Therefore, it is not necessary to install a large-scale shoring below the intermediate section, and temporary construction work is not required. It is greatly simplified, and the construction period is shortened.
【００３１】中間区間の下方に大規模な支保工を設置す
る必要がないことで、桁下空間に支保工を設置できない
場所においても橋桁を架設することが可能になる。Since it is not necessary to install a large-scale shoring below the intermediate section, a bridge girder can be erected even in a place where a shoring cannot be installed under the girder.
【００３２】橋桁が少なくとも二径間に跨る連続桁であ
る請求項２では支間の中間部における曲げモーメントが
小さくなるため、特に中間区間の桁高を低減する効果が
高く、その効果によって架設を妨げる制約のある場所に
おいても架設が可能になる他、立面上、軽快な外観を持
つ意匠的効果も得られる。According to the second aspect, the bridge girder is a continuous girder spanning at least two spans, since the bending moment at the intermediate portion between the supports is reduced, the effect of reducing the height of the girder particularly at the intermediate section is high, and the effect hinders the erection. In addition to being able to be erected in places with restrictions, it is possible to obtain a design effect with a light appearance on the elevation.
【００３３】また請求項２の場合、橋桁が連続する中間
支点を含む区間が場所打ちコンクリートであることで、
曲げモーメントに応じて断面を変化させることができる
ため、全長が合成構造の場合より合理的な構造とするこ
とができる。In the case of claim 2, the section including the intermediate fulcrum where the bridge girder is continuous is cast-in-place concrete,
Since the cross section can be changed according to the bending moment, the overall length can be more rational than in the case of the composite structure.
【図１】単純桁の橋桁を示した立面図である。FIG. 1 is an elevation view showing a simple girder bridge girder.
【図２】連続桁の橋桁を示した立面図である。FIG. 2 is an elevation view showing a continuous girder bridge girder.
【図３】桁部材の製作例を示した断面図である。FIG. 3 is a cross-sectional view showing an example of manufacturing a girder member.
【図４】図２のｘ−ｘ線断面図である。FIG. 4 is a sectional view taken along line xx of FIG. 2;
【図５】図２のｙ−ｙ線断面図である。FIG. 5 is a sectional view taken along line yy of FIG. 2;
【図６】図２のｚ−ｚ線断面図である。FIG. 6 is a sectional view taken along the line zz of FIG. 2;
【図７】支保工を組み立てた様子を示した立面図であ
る。FIG. 7 is an elevational view showing a state where the shoring is assembled.
【図８】桁部材を架設した様子を示した立面図である。FIG. 8 is an elevational view showing a state where a girder member is erected.
【図９】支保工上に場所打ちコンクリートを打設した様
子を示した立面図である。FIG. 9 is an elevational view showing a state in which cast-in-place concrete is cast on a shoring.
【図１０】桁部材を接合した様子を示した立面図であ
る。FIG. 10 is an elevation view showing a state where the beam members are joined.
【図１１】ＰＣケーブルを挿通し、緊張した様子を示し
た立面図である。FIG. 11 is an elevational view showing a state in which a PC cable is inserted and tensioned.
【図１２】桁部材の下端間に下床版型枠を跨設した様子
を示した断面図である。FIG. 12 is a cross-sectional view showing a state in which a lower-floor formwork is straddled between lower ends of the beam members.
【図１３】下床版型枠上に場所打ちコンクリートを打設
した様子を示した断面図である。FIG. 13 is a cross-sectional view showing a state where cast-in-place concrete is cast on the lower floor slab formwork.
【図１４】桁部材の上端間に上床版型枠を跨設した様子
を示した断面図である。FIG. 14 is a cross-sectional view showing a state in which an upper floor slab form is straddled between upper ends of the girder members.
【図１５】上床版型枠上に場所打ちコンクリートを打設
した様子を示した断面図である。FIG. 15 is a cross-sectional view showing a state in which cast-in-place concrete is cast on the upper floor slab formwork.
１……桁部材、２……ＰＣ鋼材、３……シース、４……
鉄筋、５……場所打ちコンクリート、６……場所打ちコ
ンクリート、７……ＰＣケーブル、８……支保工、９…
…下床版型枠、10……上床版型枠、11……張出型枠、12
……足場。1 ... girder member, 2 ... PC steel, 3 ... sheath, 4 ...
Reinforcing bars, 5 Cast-in-place concrete, 6 Cast-in-place concrete, 7 PC cable, 8 Shoring, 9
… Lower formwork, 10 …… Upper formwork, 11… Overhang formwork, 12
……scaffold.
Claims (3)
中間区間が、予めプレストレスが導入され、幅方向に間
隔をおいて架設される複数本のプレキャストコンクリー
ト製の桁部材と、幅方向に隣接する桁部材を互いに接合
する場所打ちコンクリートから中空断面で構築され、中
間区間の両側の区間が場所打ちコンクリートから中空断
面で構築され、両側の区間と中間区間に亘ってＰＣケー
ブルが架設され、橋桁の全長にプレストレスが導入され
ている中空床版橋。Claims: 1. A bridge girder between one branch divided into three sections,
In the middle section, prestress is introduced in advance, and a plurality of precast concrete girder members that are installed at intervals in the width direction and cast-in-place concrete that joins adjacent girder members in the width direction with a hollow cross section Hollow floor slab bridge with built-in, hollow sections made of cast-in-place concrete on both sides of the middle section, PC cables laid across both sections and the middle section, and prestressing introduced into the entire length of the bridge girder .
ある請求項１記載の中空床版橋。2. The bridge according to claim 1, wherein the bridge girder is a continuous girder spanning at least two spans.
中間区間に、予めプレストレスが導入された複数本のプ
レキャストコンクリート製の桁部材を、その幅方向に間
隔をおいて架設し、その幅方向両側に場所打ちコンクリ
ートを打設して幅方向に隣接する桁部材を互いに接合す
る一方、中間区間の両側の区間に場所打ちコンクリート
を打設すると共に、両側の区間と中間区間に亘ってＰＣ
ケーブルを架設した後、ＰＣケーブルを緊張し、橋桁の
全長にプレストレスを導入して請求項１，もしくは請求
項２記載の中空床版橋を構築する中空床版橋の構築方
法。3. A bridge girder between one branch divided into three sections,
In the middle section, a plurality of precast concrete girder members in which prestress has been introduced in advance are installed at intervals in the width direction, and cast-in-place concrete is cast on both sides in the width direction to adjoin in the width direction. While the girder members are joined to each other, cast-in-place concrete is poured into the sections on both sides of the intermediate section, and the PC is spread over the sections on both sides and the intermediate section.
3. The method of constructing a hollow slab bridge according to claim 1, wherein the PC cable is tensioned after the cable is laid, and prestress is introduced into the entire length of the bridge girder.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP33026897A JP3396610B2 (en) | 1997-12-01 | 1997-12-01 | Hollow slab bridge and method of construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP33026897A JP3396610B2 (en) | 1997-12-01 | 1997-12-01 | Hollow slab bridge and method of construction |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH11158812A true JPH11158812A (en) | 1999-06-15 |
| JP3396610B2 JP3396610B2 (en) | 2003-04-14 |
Family
ID=18230754
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP33026897A Expired - Lifetime JP3396610B2 (en) | 1997-12-01 | 1997-12-01 | Hollow slab bridge and method of construction |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3396610B2 (en) |
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