JP6308502B2 - Construction method of pre-tension slab in overhang construction - Google Patents

Construction method of pre-tension slab in overhang construction Download PDF

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JP6308502B2
JP6308502B2 JP2015117192A JP2015117192A JP6308502B2 JP 6308502 B2 JP6308502 B2 JP 6308502B2 JP 2015117192 A JP2015117192 A JP 2015117192A JP 2015117192 A JP2015117192 A JP 2015117192A JP 6308502 B2 JP6308502 B2 JP 6308502B2
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JP2017002560A (en
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忠彦 堤
忠彦 堤
有次 左東
有次 左東
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株式会社富士ピー・エス
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この発明は、波形鋼板ウェブ箱桁橋の張出し施工おけるプレテンション床版の構築方法に関するもので、特に橋軸と直角方向へのプレストレスを導入することのできるプレテンション床版の構築方法である。   The present invention relates to a method for constructing a pretension floor slab for overhanging a corrugated steel web box girder bridge, and more particularly, a method for constructing a pretension floor slab capable of introducing prestress in a direction perpendicular to the bridge axis. .

従来の波形鋼板ウェブ箱桁橋では、死荷重の低減、耐荷力及び耐久性の向上を目的とし、上床版の橋軸と直角方向の構造として、ＰＣ構造を採用している場合が多い。このＰＣ構造は、一般的にポストテンション方式でプレストレスを導入している。ポストテンション方式は、床版のコンクリート中に設けたダクト内に配置したＰＣ鋼材をコンクリート硬化後、油圧ジャッキで緊張し、定着具により緊張力を保持することで、床版部にプレストレスを導入する。緊張完了後は、ＰＣ鋼材の防錆とＰＣ鋼材とコンクリートの一体化を図るため、ダクト内にセメントグラウトを注入する。また、グラウト作業をなくす目的で事前にダクト内に充填された樹脂が熱や湿気により硬化するプレグラウト式のＰＣ鋼材も使用されている。   Conventional corrugated steel web box girder bridges often adopt a PC structure as a structure perpendicular to the bridge axis of the upper floor slab for the purpose of reducing dead load, improving load bearing capacity and durability. This PC structure generally introduces prestress by a post-tension method. The post-tension method introduces prestress to the floor slab part by holding PC steel material placed in a duct provided in the concrete of the floor slab and tensioning it with a hydraulic jack after holding the concrete and holding the tension with a fixing tool. To do. After the completion of the tension, cement grout is injected into the duct in order to prevent rust of the PC steel and to integrate the PC steel and concrete. Also, pre-grouting type PC steel is used in which the resin filled in the duct in advance is hardened by heat or moisture in order to eliminate the grout operation.

例えば、特許文献１には、波形鋼板ウェブを使用した橋桁の構築方法が開示されている。この橋桁の構築方法は、移動架設装置及び波形鋼板ウェブを利用して１ブロック毎の型枠を支持しながら構築する方法が提案されている。   For example, Patent Document 1 discloses a bridge girder construction method using a corrugated steel web. As a method for constructing this bridge girder, a method for constructing a bridge girder while supporting a formwork for each block using a moving laying apparatus and a corrugated steel web has been proposed.

特開２００８−３８４４９号公報JP 2008-38449 A

しかし、特許文献１に記載された工法では、橋軸と直角方向へのプレストレスの導入が困難である。また、従来の橋軸と直角方向へのプレストレスの導入技術には以下のような課題が存在する。
ａ．ＰＣ鋼材を１本ごとに緊張するために、緊張作業が多くなる。また高価な定着具がＰＣ鋼材の数だけ必要となり作業コストが嵩む。
ｂ．ＰＣ鋼材を１本ごとに緊張するために、緊張作業の管理がＰＣ鋼材の本数分必要であり、緊張作業の管理が煩雑であった。
ｃ．グラウト式のＰＣ鋼材では、グラウト作業が必要となる。また、グラウト充填作業が不十分であると、ＰＣ鋼材が腐食する可能性がある。更に、ＰＣ鋼材が腐食等で破断した場合には、ＰＣ鋼材の飛び出しによるコンクリート片剥落等により第三者災害の危険性が存在した。
ｄ．プレグラウト式のＰＣ鋼材の場合、シース内に充填された樹脂の硬化までは、コンクリートとＰＣ鋼材との一体化が確保できず、作業に時間を要した。 However, in the construction method described in Patent Document 1, it is difficult to introduce prestress in a direction perpendicular to the bridge axis. Moreover, the following problems exist in the conventional technology for introducing prestress in a direction perpendicular to the bridge axis.
a. Tension work increases in order to tension PC steel materials one by one. Moreover, an expensive fixing tool is required for the number of PC steel materials, and the operation cost increases.
b. In order to tension PC steel materials one by one, management of tension work is required for the number of PC steel materials, and management of tension work is complicated.
c. Grout type PC steel requires grout work. Further, if the grout filling operation is insufficient, the PC steel material may be corroded. Further, when the PC steel material is broken due to corrosion or the like, there is a risk of third party disaster due to concrete stripping off due to the jumping out of the PC steel material.
d. In the case of a pre-grout type PC steel material, the integration of the concrete and the PC steel material could not be ensured until the resin filled in the sheath was cured, and it took time for the work.

本発明は、波形鋼板ウェブ箱桁橋の上床版をプレテンション方式でプレストレスを導入するＰＣ構造とすることで、ＰＣ鋼材とコンクリートの付着によりプレストレスを導入するため、定着具、ダクト及びグラウト作業が不要となり、施工性、経済性及び耐久性に優れた張出し施工におけるプレテンション床版の構築方法を提供するものである。   In the present invention, an upper floor slab of a corrugated steel web box girder bridge has a PC structure that introduces prestress by a pretension method, so that prestress is introduced by adhesion between PC steel and concrete. It is an object of the present invention to provide a method for constructing a pretension floor slab in an overhanging construction that requires no work and is excellent in workability, economical efficiency and durability.

この発明は、以下のような内容である。
（１）本発明の張出し施工におけるプレテンション床版の構築方法は、上床版と下床版とをコンクリートで構成すると共に、上床版と下床版とを波形鋼板で接続した箱形断面の桁を所定長の施工ブロック毎に、張出し施工により構築する張出し施工におけるプレテンション床版の構築方法であって、前記上床版の橋軸と直角方向へのプレストレスの導入に際して、専用のプレテンション緊張装置を使用し、前記張出し施工の１ブロック毎にプレテンション方式でプレストレスを導入し、前記プレテンション緊張装置の反力を、既設床版と反力受梁で受けると共に前記プレテンション緊張装置を波形鋼板と既設床版で保持することを特徴とする。
（２）前記プレテンション緊張装置は、左右一対の緊張梁と、反力受梁と、反力受台、油圧ジャッキを備え、左右の緊張梁間に張り渡されると共に新上床版内を貫通したＰＣ鋼材に張力を負荷し、上床版コンクリートの硬化後に張力を解除することを特徴とする。 The present invention has the following contents.
(1) The construction method of the pretension slab in the overhang construction of the present invention is such that the upper floor slab and the lower floor slab are made of concrete, and the box cross-section girder in which the upper floor slab and lower floor slab are connected by corrugated steel plates. Is a method for constructing a pretension floor slab in an overhanging construction in which the building block is constructed for each predetermined length of construction block, and when a prestress is introduced in a direction perpendicular to the bridge axis of the upper floor slab, a dedicated pretension tension is applied. Using a device, prestress is introduced by a pretension method for each block of the overhang construction, and the reaction force of the pretension tension device is received by the existing floor slab and the reaction force receiving beam, and the pretension tension device is installed. It is characterized by being held by corrugated steel plates and existing floor slabs.
(2) The pretension tension device includes a pair of left and right tension beams, a reaction force receiving beam, a reaction force receiving base and a hydraulic jack, and is stretched between the left and right tension beams and penetrates through the inside of the new upper floor slab. Tension is applied to the steel material, and the tension is released after the upper floor slab concrete is hardened.

この発明の張出し施工におけるプレテンション床版の構築方法によれば、上床版と下床版とをコンクリートで構成すると共に、上床版と下床版とを波形鋼板で接続した箱形断面の桁を所定長の施工ブロック毎に、張出し施工により構築する張出し施工におけるプレテンション床版の構築方法であって、前記上床版の橋軸と直角方向へのプレストレスの導入に際して、専用のプレテンション緊張装置を使用し、前記張出し施工の１ブロック毎にプレテンション方式でプレストレスを導入し、前記プレテンション緊張装置の反力を、既設床版と反力受梁で受けると共に前記プレテンション緊張装置を波形鋼板と既設床版で保持するので、プレテンション緊張装置を支えるための移動車等の設備を省略することができる。また、プレテンション方式では、ＰＣ鋼材とコンクリートとが付着力により一体化されているので、ＰＣ鋼材が途中で切断された場合でも、床版全体のプレストレスが喪失することがない。更に、ＰＣ鋼材が飛び出す虞がなく、コンクリート片の落下による第３者被害の危険性が低い。また、プレテンション方式では、プレストレスの導入に必要な定着具が必要ないため、ポストテンション方式に比べて経済的である。また、張出しブロック全体のＰＣ鋼材を一度に緊張するため、緊張作業の省力化が図れ、緊張力管理の精度も向上する。
また、前記プレテンション緊張装置は、左右一対の緊張梁と、反力受梁と、反力受台、油圧ジャッキを備え、左右の緊張梁間に張り渡されると共に新上床版内を貫通したＰＣ鋼材に張力を負荷し、上床版コンクリートの硬化後に張力を解除するので、張出しブロック全体のＰＣ鋼材を一度に緊張することができ、緊張作業の省力化が図れる。また、緊張力管理の精度も向上する。 According to the construction method of the pretension slab in the overhang construction of the present invention, the upper floor slab and the lower floor slab are made of concrete, and the box-shaped cross-section girder in which the upper floor slab and the lower floor slab are connected by the corrugated steel plate. A construction method of a pretension floor slab in an overhang construction constructed by an overhang construction for each construction block of a predetermined length, which is a dedicated pre-tension tension device when introducing prestress in a direction perpendicular to the bridge axis of the upper floor slab Pre-stress is introduced into each block of the overhang construction by a pre-tension method, and the reaction force of the pre-tension tension device is received by the existing floor slab and the reaction force receiving beam, and the pre-tension tension device is corrugated. Since it is held by the steel plate and the existing floor slab, facilities such as a moving vehicle for supporting the pretension tension device can be omitted. Further, in the pretension system, the PC steel material and the concrete are integrated by the adhesive force, so that even if the PC steel material is cut halfway, the prestress of the entire floor slab is not lost. Furthermore, there is no possibility of the PC steel material jumping out, and the risk of third party damage due to the fall of the concrete piece is low. In addition, the pretension method is more economical than the post tension method because a fixing tool necessary for introducing prestress is not necessary. Moreover, since the PC steel material of the whole overhanging block is tensioned at once, labor saving of the tension work can be achieved, and the accuracy of tension management is also improved.
The pretension tension device includes a pair of left and right tension beams, a reaction force receiving beam, a reaction force receiving base, and a hydraulic jack, and is stretched between the left and right tension beams and penetrates through the inside of the new upper floor slab. Since the tension is applied to the upper floor slab concrete and the tension is released after hardening, the PC steel material of the entire overhanging block can be tensioned at once, and labor saving of the tension work can be achieved. It also improves the accuracy of tension management.

本発明の張出し施工におけるプレテンション床版の構築方法に於けるプレテンション床版の側面図である。It is a side view of the pretension floor slab in the construction method of the pretension floor slab in the overhang construction of this invention. 同プレテンション床版の平面図である。It is a top view of the same pretension floor slab. 図２のＡ−Ａ線断面図である。It is the sectional view on the AA line of FIG. 図２のＢ−Ｂ線断面図である。FIG. 3 is a sectional view taken along line B-B in FIG. 2. 図２のＣ−Ｃ線断面図である。It is CC sectional view taken on the line of FIG. 同プレテンション床版の構築工法における新設床板の施工前の状態を示す側面図である。It is a side view which shows the state before construction of the new floor board in the construction method of the pretension floor slab. 同プレテンション床版の構築工法における新設床板の施工前の状態を示す断面図である。It is sectional drawing which shows the state before construction of the new floor board in the construction method of the pretension floor slab. 同プレテンション床版の構築工法における緊張装置の設置及び緊張工程を示す側面図である。It is a side view which shows the installation of the tension apparatus and the tension process in the construction method of the pretension floor slab. 同プレテンション床版の構築工法における緊張装置の設置及び緊張工程を示す断面図である。It is sectional drawing which shows the installation of a tension device and the tension process in the construction method of the pretension floor slab. 同プレテンション床版の構築工法における床板コンクリートの打設工程を示す側面図である。It is a side view which shows the placement process of the floor board concrete in the construction method of the pretension slab. 同プレテンション床版の構築工法における床板コンクリートの打設工程を示す断面図である。It is sectional drawing which shows the placement process of the floor board concrete in the construction method of the pretension floor slab. 同プレテンション床版の構築工法における緊張力の導入及び緊張装置の撤去工程を示す側面図である。It is a side view which shows the introduction process of the tension | tensile_strength in the construction method of the pretension floor slab, and the removal process of a tension device. 同プレテンション床版の構築工法における緊張力の導入及び緊張装置の撤去工程を示す断面図である。It is sectional drawing which shows the introduction process of the tension | tensile_strength in the construction method of the pretension floor slab, and the removal process of a tension device.

以下、一実施の形態を示す図面に基づいて、本発明を詳細に説明する。図１は本発明の張出し施工におけるプレテンション床版の構築方法に於けるプレテンション床版の側面図、図２は本発明のプレテンション床版の平面図、図３は図２のＡ−Ａ線断面図、図４は図２のＢ−Ｂ線断面図、図５は図２のＣ−Ｃ線断面図である。本発明の張出し施工におけるプレテンション床版の構築方法は、上床版１０と下床版１１とをコンクリートで構成すると共に、上床版１０と下床版１１とを波形鋼板１２で接続した箱形断面の桁を所定長の施工ブロック毎に、張出し施工により構築する張出し施工する構築方法であって、上床版１０の橋軸と直角方向へのプレストレスの導入に際して、専用のプレテンション緊張装置１３を使用し、前記張出し施工の１ブロックＷ毎にプレテンション方式でプレストレスを導入し、前記プレテンション緊張装置１３の反力を、既設床版１０ａと反力受梁１４で受けると共に前記プレテンション緊張装置１３を波形鋼板１２と既設床版１０ａで保持する。   Hereinafter, the present invention will be described in detail with reference to the drawings illustrating an embodiment. FIG. 1 is a side view of a pre-tension floor slab in a method for constructing a pre-tension floor slab in overhang construction of the present invention, FIG. 2 is a plan view of the pre-tension floor slab of the present invention, and FIG. 3 is AA in FIG. 4 is a sectional view taken along the line BB in FIG. 2, and FIG. 5 is a sectional view taken along the line CC in FIG. The construction method of the pretension floor slab in the overhang construction of the present invention is a box-shaped cross section in which the upper floor slab 10 and the lower floor slab 11 are made of concrete and the upper floor slab 10 and the lower floor slab 11 are connected by a corrugated steel plate 12. Is a construction method for constructing the girders for each construction block of a predetermined length by overhang construction, and when introducing prestress in a direction perpendicular to the bridge axis of the upper floor slab 10, a dedicated pretension tension device 13 is provided. In use, prestress is introduced by a pretension method for each block W of the overhang construction, and the reaction force of the pretension tensioning device 13 is received by the existing floor slab 10a and the reaction force receiving beam 14 and the pretension tension The apparatus 13 is held by the corrugated steel plate 12 and the existing floor slab 10a.

波形鋼板１２は、構造用鋼板を折り曲げて断面を波板に形成し、上縁と下縁に沿って鋼板からなる上フランジ１５及び下フランジ１６を溶接により接合する。なお、波形鋼板１２は、予め工場で製造される。   The corrugated steel plate 12 is formed by bending a structural steel plate to form a cross-section into a corrugated plate, and an upper flange 15 and a lower flange 16 made of steel plates are joined together by welding along an upper edge and a lower edge. The corrugated steel sheet 12 is manufactured in advance at a factory.

上床版１０及び下床版１１は、現場に構築した上床版の型枠２４及び下床版の型枠２５内に鉄筋を組み付けた後、コンクリートを打設して構成する。上床版１０は、波形鋼板１２の溶接された上フランジ１５の上端と密着するように形成され、下床版１１は、下フランジ１６の下端と密着するように形成される。また、上フランジ１５の上面及び下フランジ１６の下面には図示しないアングルジベル、スタッドジベル等のずれ止め部材がされており、新設する上床版１０及び下床版１１に埋設される。このため上床版１０及び下床版１１は、波形鋼板１２と一体的に固定される。   The upper floor slab 10 and the lower floor slab 11 are formed by assembling a reinforcing bar into the form 24 and the form 25 of the lower floor slab constructed on site, and then placing concrete. The upper floor slab 10 is formed so as to be in close contact with the upper end of the welded upper flange 15 of the corrugated steel plate 12, and the lower floor slab 11 is formed so as to be in close contact with the lower end of the lower flange 16. Further, a non-illustrated misalignment member such as an angle diver or a stud diver is provided on the upper surface of the upper flange 15 and the lower surface of the lower flange 16, and is embedded in the newly installed upper floor slab 10 and lower floor slab 11. Therefore, the upper floor slab 10 and the lower floor slab 11 are fixed integrally with the corrugated steel sheet 12.

次に、上床版１０への橋軸と直角方向へのプレストレスの導入方法について説明する。先ず、図１、２に示すように張出し施工の波形鋼板１２と既設の上床版１０ａによってプレテンション緊張装置１３を保持する。   Next, a method for introducing prestress in the direction perpendicular to the bridge axis to the upper floor slab 10 will be described. First, as shown in FIGS. 1 and 2, the pretension tension device 13 is held by the corrugated steel plate 12 and the existing upper floor slab 10 a.

プレテンション緊張装置１３は、左右一対の緊張梁１７、１８と、反力受梁１４と、反力受台１９、油圧ジャッキ２０を備えており、平面視で略コ字状に形成されている。緊張梁１７、１８には、ＰＣ鋼材２３を緊張する為のＰＣ鋼材定着具２１が複数配置されている。また、緊張梁１７の基端には上床版１０ａと対抗する方向に反力受台１９が突出形成されており、設置した際に上床版１０の端部に当接する。更に、緊張梁１８の基端には上床版１０ａと対抗する方向に油圧ジャッキ２０が突出配置されており、設置した際に上床版１０の端部に当接してプレテンション緊張装置１３を固定する。また、プレテンション緊張装置１３の前面側に配置された反力受梁１４の緊張梁１８と対抗する部位に油圧ジャッキ２２が配置されている。   The pretension tension device 13 includes a pair of left and right tension beams 17 and 18, a reaction force receiving beam 14, a reaction force receiving base 19, and a hydraulic jack 20, and is formed in a substantially U shape in plan view. . A plurality of PC steel material fixing tools 21 for tensioning the PC steel material 23 are arranged on the tension beams 17 and 18. Further, a reaction force receiving base 19 protrudes from the proximal end of the tension beam 17 in a direction opposite to the upper floor slab 10a, and comes into contact with the end of the upper floor slab 10 when installed. Furthermore, a hydraulic jack 20 protrudes from the base end of the tension beam 18 in a direction opposite to the upper floor slab 10a, and abuts on the end of the upper floor slab 10 to fix the pretension tension device 13 when installed. . Moreover, the hydraulic jack 22 is arrange | positioned in the site | part which opposes the tension beam 18 of the reaction force receiving beam 14 arrange | positioned at the front side of the pretension tension apparatus 13. FIG.

次に、本発明の張出し施工におけるプレテンション床版の構築方法の各工程について、図６〜１３に従って説明する。図６は、新設床版の施工前の状態を示し、既設の上床版１０ａ、下床版１１ａ及び張出し施工の１ブロックＷを含む範囲で前方向に伸びた波形鋼板１２が形成されている。図７は、波形鋼板部位の断面図である。   Next, each process of the construction method of the pretension slab in the overhang construction of this invention is demonstrated according to FIGS. FIG. 6 shows a state before construction of the new floor slab, in which the corrugated steel sheet 12 extending in the forward direction is formed in a range including the existing upper floor slab 10a, lower floor slab 11a, and one block W of the overhang construction. FIG. 7 is a cross-sectional view of a corrugated steel plate part.

図８〜９は、上床版の型枠２４の設置、プレテンション緊張装置１３の設置、ＰＣ鋼材２３配置及び緊張工程を示すものである。先ず、型枠、足場を吊り下げた移動作業車を前方に移動し、上床版の型枠２４を設置する。次に、既設の上床版１０ａ及び波形鋼板１２を利用してプレテンション緊張装置１３を設置する。具体的には、図１、２に示すようにプレテンション緊張装置１３の前端部の反力受梁１４を波形鋼板１２の上面に載せると共に基端部に配設された反力受台１９と油圧ジャッキ２０とで既設の上床版１０ａの側面に固定する。また、油圧ジャッキ２０を駆動する場合には、油圧ジャッキ２２も連動させる。プレテンション緊張装置１３の固定が完了したら、上床版へ橋軸と直角方向へのプレストレスを導入する為に、左右の緊張梁１７、１８間に複数のＰＣ鋼材２３を張り渡した後、ＰＣ鋼材定着具２１により緊張する。ＰＣ鋼材２３は所定の間隔で配設する。このように、プレテンション緊張装置１３の反力を、既設床版１０ａ、１１ａと反力受梁１４で受けると共に前記プレテンション緊張装置１３を波形鋼板１２と既設床版１０ａ、１１ａで保持するものである。   8 to 9 show the installation of the formwork 24 of the upper floor slab, the installation of the pretension tensioning device 13, the arrangement of the PC steel material 23, and the tensioning process. First, the movable work vehicle with the formwork and scaffolding suspended is moved forward, and the formwork 24 of the upper floor slab is installed. Next, the pretension tension device 13 is installed using the existing upper floor slab 10a and the corrugated steel plate 12. Specifically, as shown in FIGS. 1 and 2, the reaction force receiving beam 14 at the front end portion of the pretension tensioning device 13 is placed on the upper surface of the corrugated steel plate 12 and the reaction force receiving base 19 disposed at the base end portion. It fixes to the side of the existing upper floor slab 10a with the hydraulic jack 20. Further, when the hydraulic jack 20 is driven, the hydraulic jack 22 is also interlocked. After the pretension tensioning device 13 is fixed, a plurality of PC steel members 23 are stretched between the left and right tension beams 17 and 18 in order to introduce prestress in the direction perpendicular to the bridge axis to the upper floor slab. Tension is caused by the steel material fixing tool 21. The PC steel material 23 is disposed at a predetermined interval. In this way, the reaction force of the pretension tension device 13 is received by the existing floor slabs 10a and 11a and the reaction force receiving beam 14, and the pretension tension device 13 is held by the corrugated steel plate 12 and the existing floor slabs 10a and 11a. It is.

図１０〜１１は、床版コンクリートの打設工程を示すものである。張出し施工の１ブロックＷを含む範囲に上床版用の型枠２４を形成し、コンクリートを打設して上床版１０を形式する。また、下床版の型枠２５を組んだ後、コンクリートを打設して下床版１１を形成する。   FIGS. 10-11 shows the placement process of floor slab concrete. An upper floor slab form 24 is formed in a range including one block W of the overhang construction, and concrete is placed to form the upper floor slab 10. Further, after the lower floor slab form 25 is assembled, concrete is cast to form the lower floor slab 11.

図１２〜１３は、上床版１０への緊張力の導入及びプレテンション緊張装置１３の撤去工程を示すものである。打設したコンクリートの硬化後、型枠を取り外すと共にＰＣ鋼材２３を新設した上床版１０の端部で切断する。端部を切断することで、上床版１０に橋軸と直角方向のプレストレスが導入される。また、プレテンション緊張装置１３も取り外す。このようにして、張出し施工の１ブロック分の上床版１０が形成され、専用のプレテンション緊張装置１３を使用し、張出し施工の１ブロックＷ毎にプレテンション方式でプレストレスを導入する。以上の工程を順次繰り返すことにより張出し施工におけるプレテンション床版を構築することができる。   12-13 shows the introduction process of the tension | tensile_strength to the upper floor slab 10, and the removal process of the pretension tension | tensile_strength apparatus 13. FIG. After the placed concrete is hardened, the mold is removed and the PC steel material 23 is newly cut and cut at the end of the upper floor slab 10. By cutting the end portion, prestress in the direction perpendicular to the bridge axis is introduced into the upper floor slab 10. The pretension tensioning device 13 is also removed. Thus, the upper floor slab 10 for one block of the overhang construction is formed, and the prestress is introduced by the pretension method for each block W of the overhang construction using the dedicated pretension tension device 13. By repeating the above steps in sequence, a pretension slab for overhanging construction can be constructed.

更に、本発明は上述の実施例に限定されることなく、特許請求の範囲の記載に基づいて種々の設計変更が可能である。   Furthermore, the present invention is not limited to the above-described embodiments, and various design changes can be made based on the description of the scope of claims.

１０ 上床版
１１ 下床版
１２ 波形鋼板
１３ プレテンション緊張装置
１４ 反力受梁
１５ 上フランジ
１６ 下フランジ
１７ 緊張梁
１８ 緊張梁
１９ 反力受台
２０ 油圧ジャッキ
２１ ＰＣ鋼材定着具
２２ 油圧ジャッキ
２３ ＰＣ鋼材
２４ 上床版の型枠
２５ 下床版の型枠 DESCRIPTION OF SYMBOLS 10 Upper floor slab 11 Lower floor slab 12 Corrugated steel plate 13 Pre-tension tension device 14 Reaction force receiving beam 15 Upper flange 16 Lower flange 17 Tension beam 18 Tension beam 19 Reaction force receiving base 20 Hydraulic jack 21 PC steel material fixing tool 22 Hydraulic jack 23 PC Steel 24 Formwork of upper floor slab 25 Formwork of lower floor slab

Claims (2)

上床版と下床版とをコンクリートで構成すると共に、上床版と下床版とを波形鋼板で接続した箱形断面の桁を所定長の施工ブロック毎に、張出し施工により構築する張出し施工におけるプレテンション床版の構築方法であって、
前記上床版の橋軸と直角方向へのプレストレスの導入に際して、プレテンション緊張装置を使用し、前記張出し施工の１ブロック毎にプレテンション方式でプレストレスを導入し、
前記プレテンション緊張装置の反力を、既設床版と反力受梁で受けると共に前記プレテンション緊張装置を波形鋼板と既設床版で保持することを特徴とする張出し施工におけるプレテンション床版の構築方法。 The upper floor slab and lower floor slab are made of concrete, and a box-shaped cross-section girder in which the upper floor slab and lower floor slab are connected with corrugated steel plates is constructed by overhang construction for each predetermined length of construction block. A construction method of a tension floor slab,
Upon introduction of the pre-stress on the bridge axis and the direction perpendicular to the top floor plate, using the up-les tension tensioning device, a prestress is introduced by the pre-tensioning for each block of the overhanging construction,
Construction of a pretension slab in overhang construction characterized by receiving the reaction force of the pretension tension device with an existing floor slab and a reaction force receiving beam and holding the pretension tension device with a corrugated steel plate and an existing floor slab Method. 前記プレテンション緊張装置は、左右一対の緊張梁と、反力受梁と、反力受台、油圧ジャッキを備え、
左右の緊張梁間に張り渡されると共に新上床版内を貫通したＰＣ鋼材に張力を負荷し、上床版コンクリートの硬化後に張力を解除することを特徴とする請求項１に記載の張出し施工におけるプレテンション床版の構築方法。 The pretension tension device includes a pair of left and right tension beams, a reaction force receiving beam, a reaction force receiving base, and a hydraulic jack.
The pretension in the overhanging construction according to claim 1, wherein tension is applied to the PC steel material which is stretched between the left and right tension beams and penetrates through the inside of the new upper slab, and the tension is released after the upper slab concrete is hardened. How to build a floor slab.
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