JP3153806B2 - Continuous integration method of concrete precast slab - Google Patents
Continuous integration method of concrete precast slabInfo
- Publication number
- JP3153806B2 JP3153806B2 JP11747499A JP11747499A JP3153806B2 JP 3153806 B2 JP3153806 B2 JP 3153806B2 JP 11747499 A JP11747499 A JP 11747499A JP 11747499 A JP11747499 A JP 11747499A JP 3153806 B2 JP3153806 B2 JP 3153806B2
- Authority
- JP
- Japan
- Prior art keywords
- prestress
- concrete precast
- precast slab
- carbon fiber
- present
- 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.)
- Expired - Fee Related
Links
- 238000000034 method Methods 0.000 title claims description 12
- 239000004567 concrete Substances 0.000 title claims description 10
- 230000010354 integration Effects 0.000 title description 3
- 229920000049 Carbon (fiber) Polymers 0.000 claims description 12
- 239000004917 carbon fiber Substances 0.000 claims description 12
- VNWKTOKETHGBQD-UHFFFAOYSA-N methane Chemical compound C VNWKTOKETHGBQD-UHFFFAOYSA-N 0.000 claims description 11
- 229910000831 Steel Inorganic materials 0.000 description 5
- 238000005452 bending Methods 0.000 description 5
- 239000010959 steel Substances 0.000 description 5
- 238000013461 design Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 239000004570 mortar (masonry) Substances 0.000 description 3
- 238000010276 construction Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 206010067482 No adverse event Diseases 0.000 description 1
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 238000012790 confirmation Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
Landscapes
- Bridges Or Land Bridges (AREA)
- Working Measures On Existing Buildindgs (AREA)
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、コンクリートプレ
キャスト床版の一体化方法において、炭素繊維シートと
プレストレスを併用したコンクリートプレキャスト床版
の連続一体化方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for continuously integrating concrete precast slabs using a carbon fiber sheet and a prestress in a method for integrating concrete precast slabs.
【０００２】[0002]
【従来の技術】コンクリート系床版を構築する方法に、
プレキャスト床版を敷設してプレストレスを導入し連続
一体化する方法がある。これまで普通に行われているプ
レキャスト床版連続化工法は、ループ鉄筋内に配筋する
ＲＣ構造や、設計荷重に対してフルプレストレスとした
プレストレス導入によるものが多かった。2. Description of the Related Art In a method of constructing a concrete floor slab,
There is a method of laying precast floor slabs to introduce prestress and continuously integrate them. Until now, the precast slab continuous construction method that has been commonly used has been based on an RC structure arranged in a loop reinforcing bar or a method of introducing a prestress that is a full prestress against a design load.
【０００３】しかしながら、ループ鉄筋内に配筋するＲ
Ｃ構造にあっては、工程が多く、作業が複雑であり、設
計荷重に対してフルプレストレスとしたプレストレス導
入による場合に合っては、作業が比較的短時間で終了す
る利点はあるが、つぎのような課題がある。[0003] However, the R arranged in the loop
The C structure has many steps and the work is complicated, and there is an advantage that the work can be completed in a relatively short time in the case where the pre-stress is introduced with full pre-stress against the design load. There are the following issues.
【０００４】[0004]
【発明が解決しようとする課題】図５は、設計荷重に対
してフルプレストレスとしたプレストレスを導入した場
合に生ずるプレストレスのクリープによって支持桁に曲
げモーメントが追加導入され支持桁全体が下方に反る逆
キャンバー現象が生じている状態を示す。FIG. 5 shows that a bending moment is additionally introduced into the supporting girder by creep of the prestress generated when a full prestress is applied to the design load, and the whole supporting girder is lowered. This shows a state in which a warped reverse camber phenomenon occurs.
【０００５】すなわち、橋台Ａに架設された支持桁Ｂ上
に敷設された複数のプレキャスト床版ＣにＰＣ鋼棒Ｄを
用いてプレストレス導入した連続化工法において、プレ
キャスト床版が乾燥収縮するとクリープにより収縮し、
収縮する力がスラブ止め等を介して支持桁フランジに伝
達され、支持桁の上方が収縮するため、主桁全体が下方
に反る逆キャンバー状態を起こす。そのため支持桁フラ
ンジの曲げ引張応力度は許容応力度を超過する場合があ
る。That is, in a continuous construction method in which a plurality of precast slabs C laid on a support girder B laid on an abutment A are prestressed by using a PC steel bar D, creep occurs when the precast slabs dry and shrink. Contracted by
The contracting force is transmitted to the support girder flange via a slab stop or the like, and the upper part of the support girder is contracted, so that the entire main girder is in a reverse camber state warping downward. Therefore, the bending tensile stress of the support girder flange may exceed the allowable stress.
【０００６】本発明は、このような課題を解決しようと
するものである。[0006] The present invention is to solve such a problem.
【０００７】[0007]
【課題を解決するための手段】上記課題を解決するた
め、本発明におけるコンクリートプレキャスト床版の連
続一体化方法は、敷設したコンクリートプレキャスト床
版の下面に炭素繊維シートを炭素繊維の長さ方向がコン
クリートプレキャスト床版の継目部と直交するようにし
て貼着するとともに橋軸方向にプレストレスを導入する
ことを特徴とする。In order to solve the above-mentioned problems, a method for continuously integrating a concrete precast slab according to the present invention comprises the steps of: It is characterized in that it is attached so as to be orthogonal to the seam of the concrete precast slab and that prestress is introduced in the bridge axis direction.
【０００８】[0008]
【発明の実施の形態】つぎに、本発明の実施の形態を図
１及び図２に基き、詳細に説明する。Next, an embodiment of the present invention will be described in detail with reference to FIGS.
【０００９】図１は、本発明による連続一体化方法によ
るコンクリートプレキャスト床版の設置状態を示し、図
２は、要部の詳細を示す説明図である。FIG. 1 shows an installation state of a concrete precast slab by a continuous integration method according to the present invention, and FIG. 2 is an explanatory view showing details of a main part.
【００１０】まず、プレキャスト床版１を支持桁２に橋
軸方向に複数敷設する。ついで、プレキャスト床版１同
士の下面から継目部３に炭素繊維が継目部３に直交する
ようにして炭素繊維シート４を接着剤を用いて接着す
る。継目部３には無収縮モルタル５を充填する。下面に
炭素繊維シート４が貼着されているので型枠は不要であ
る。ついで、橋軸方向にプレストレスを公知の方法でＰ
Ｃ鋼材６を用いて導入する。炭素繊維シート４のプレス
トレスを考慮することでＰＣ鋼材６によるプレストレス
量を減じることができる。First, a plurality of precast slabs 1 are laid on a support beam 2 in the bridge axis direction. Next, the carbon fiber sheet 4 is bonded to the joint 3 from the lower surface of the precast floor slabs 1 with an adhesive so that the carbon fibers are orthogonal to the joint 3. The joint 3 is filled with a non-shrink mortar 5. Since the carbon fiber sheet 4 is adhered to the lower surface, no formwork is required. Next, the prestress is calculated in the bridge axis direction by a known method.
It is introduced using C steel material 6. By considering the prestress of the carbon fiber sheet 4, the amount of prestress by the PC steel material 6 can be reduced.
【００１１】図３は、従来例及び本発明のプレキャスト
床版の一体化方法におけるそれぞれの継目部の曲げ応力
分布を示す。本発明においては、カーボン繊維シートに
て抵抗させるため、プレストレス量を減じることができ
る。FIG. 3 shows the bending stress distribution at each joint in the conventional example and the method for integrating precast slabs of the present invention. In the present invention, since the resistance is provided by the carbon fiber sheet, the amount of prestress can be reduced.
【００１２】図４は、本発明において、プレキャスト床
版を連続一体化するためのプレスト量確認実験の結果を
示す。対比される供試体は、いずれも目地を設けた幅
１．０ｍのはりを用い、従来例によるものとしての供試
体には、実用上十分なレベルであるとされている３０ｋ
ｇｆ／ｃｍ２のプレストレスを導入し、本発明の例によ
るものとしての供試体には、２０ｋｇｆ／ｃｍ２のプレ
ストレスを導入し、後者には幅２５ｃｍの高弾性の炭素
繊維シートを３列接着した。目地からの定着長は、片側
１５ｃｍでシートの全長は目地幅１ｃｍを加えて３１ｃ
ｍである。FIG. 4 shows the results of an experiment for confirming the amount of presto for continuously integrating precast slabs in the present invention. All of the specimens to be compared use a beam having a width of 1.0 m provided with joints, and 30 k which is considered to be a practically sufficient level for the specimen as the conventional example.
gf / cm 2 of prestress was introduced, and a specimen as an example of the present invention was introduced with 20 kgf / cm 2 of prestress, and the latter was provided with three rows of 25 cm wide high elastic carbon fiber sheets. Glued. The fixing length from the joint is 15 cm on one side, and the total length of the sheet is 31 c including the joint width of 1 cm.
m.
【００１３】図において、ＰＣ３０は従来例によるもの
としての供試体、ＰＣ２０ＣＦＲＰは本発明の例による
供試体についてのものであり、Ｍ１０、Ｍ１２・・・と
は、床版に１０、１２・・・ｔｆ荷重を作用させた場合
の曲げモーメントをはりに換算した荷重レベルを表す。In the figure, PC30 is a test piece according to a conventional example, PC20CFRP is a test piece according to an example of the present invention, and M10, M12... It represents a load level obtained by converting a bending moment when a tf load is applied to a beam.
【００１４】この実験結果から明らかなように炭素繊維
シートを貼着したプレキャスト床版は、これまで実用上
必要とされてきたプレストレスの量よりも少ない量のプ
レストレスの導入でほぼ同等の連続一体化性能を確認す
ることができる。As is apparent from the experimental results, the precast floor slab to which the carbon fiber sheet has been adhered has almost the same continuous pressure by introducing a smaller amount of pre-stress than the amount of pre-stress conventionally required for practical use. The integration performance can be confirmed.
【００１５】[0015]
【発明の効果】本発明は、上述のようにしてなるのでつ
ぎの効果を有する。The present invention has the following effects because it is constructed as described above.
【００１６】プレストレス量を減じることが可能になる
ので、（１）使用するＰＣ鋼材が減少し、プレキャスト
床版内の配筋に無理が生じない、（２）プレストレス量
が減少するため支持桁にクリープにより悪影響をもたら
さない。Since it is possible to reduce the amount of prestress, (1) the number of PC steel materials to be used is reduced, and the arrangement of reinforcing bars in the precast slab does not occur. (2) The amount of prestress is reduced. No adverse effects of creep on the girder.
【００１７】炭素繊維シートを継目部に接着すること
で、継目部に設置する無収縮モルタルの充填のための型
枠を省略できる。By bonding the carbon fiber sheet to the joint, a mold for filling the non-shrink mortar provided at the joint can be omitted.
【図１】本発明の一実施の形態を示す概略斜視図であ
る。FIG. 1 is a schematic perspective view showing an embodiment of the present invention.
【図２】本発明の一実施の形態の要部を示す断面図であ
る。FIG. 2 is a sectional view showing a main part of one embodiment of the present invention.
【図３】従来例及び本発明のプレキャスト床版の一体化
方法におけるそれぞれの継目部の曲げ応力分布を示す説
明図である。FIG. 3 is an explanatory view showing a bending stress distribution at each joint in a conventional example and a method of integrating a precast floor slab of the present invention.
【図４】プレストレス量確認結果を示す線図である。FIG. 4 is a diagram showing a prestress amount confirmation result.
【図５】従来例を示す説明図である。FIG. 5 is an explanatory diagram showing a conventional example.
１ コンクリートプレキャスト床版 ２ 支持桁 ３ 継目部 ４ 炭素繊維シート ５ 無収縮モルタル ６ ＰＣ鋼材 DESCRIPTION OF SYMBOLS 1 Precast concrete slab 2 Support girder 3 Joint 4 Carbon fiber sheet 5 Non-shrink mortar 6 PC steel
Claims (1)
の下面に、炭素繊維シートを炭素繊維の長さ方向がコン
クリートプレキャスト床版の継目部と直交するようにし
て貼着するとともに橋軸方向にプレストレスを導入する
ことを特徴とするコンクリートプレキャスト床版の連続
一体化方法。1. A carbon fiber sheet is attached to a lower surface of a laid concrete precast slab such that the length direction of the carbon fiber is orthogonal to a seam portion of the concrete precast slab, and a prestress is applied in a bridge axis direction. A method for continuously integrating concrete precast slabs, which is introduced.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP11747499A JP3153806B2 (en) | 1999-04-26 | 1999-04-26 | Continuous integration method of concrete precast slab |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP11747499A JP3153806B2 (en) | 1999-04-26 | 1999-04-26 | Continuous integration method of concrete precast slab |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2000309907A JP2000309907A (en) | 2000-11-07 |
| JP3153806B2 true JP3153806B2 (en) | 2001-04-09 |
Family
ID=14712595
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP11747499A Expired - Fee Related JP3153806B2 (en) | 1999-04-26 | 1999-04-26 | Continuous integration method of concrete precast slab |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3153806B2 (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100451903B1 (en) * | 2001-04-27 | 2004-10-08 | 김장호 | Method for Repairing and Strengthening of Prestressed Concrete Beams |
| CN101144260B (en) * | 2007-09-21 | 2010-06-02 | 北京交通大学 | Prestressing applying method for concrete genuine bridge construction |
| CN102323976B (en) * | 2011-06-24 | 2014-04-09 | 武汉理工大学 | Shrinkage creep and prestress loss computation method of concrete bridge |
| JP6368570B2 (en) * | 2014-07-15 | 2018-08-01 | 株式会社竹中工務店 | Existing building reinforcement structure |
| CN111705650B (en) * | 2020-06-01 | 2021-07-23 | 湖南大学 | UHPC beam slab cast-in-place joint structure with embedded reinforced steel component and construction method thereof |
-
1999
- 1999-04-26 JP JP11747499A patent/JP3153806B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JP2000309907A (en) | 2000-11-07 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| JP5373979B2 (en) | Construction Method of Steel Composite Girder Bridge {ConstructionMethod SteelCompositeGirderBridge} | |
| JP4078367B2 (en) | Cable-stayed cable fixing structure | |
| JPH09105173A (en) | Connecting section structure of precast prestressed reinforced-concrete frame | |
| US6416693B1 (en) | Method of strengthening an existing reinforced concrete member | |
| JP3153806B2 (en) | Continuous integration method of concrete precast slab | |
| JP3952449B2 (en) | Bridge superstructure | |
| JP3830767B2 (en) | Continuous girder for bridge | |
| JP2750556B2 (en) | Manufacturing method of prestressed concrete girder | |
| JP3999931B2 (en) | Construction method of tower structure | |
| JPH0684607B2 (en) | Method of joining members | |
| JP2003213623A6 (en) | Bridge superstructure | |
| JP4073746B2 (en) | Construction method of corrugated steel web bridge | |
| JP2007239270A (en) | Pc box girder bridge | |
| JPS61176706A (en) | Structure of concrete floor panel and its construction | |
| JPH0542553B2 (en) | ||
| JPH11270148A (en) | Earthquake resistant reinforcement structure for column and beam member | |
| JP3908816B2 (en) | Construction method of suspended floor slab bridge | |
| JPS63171906A (en) | Method for reinforcing reinforced concrete floor panel of bridge | |
| JP2000045565A (en) | Reinforcing structure and reinforcing construction method for concrete member | |
| JPH1181737A (en) | Vibration control construction for reinforced concrete building and constructing method therefor | |
| JP2006052573A (en) | Method of overhangingly erecting bridge, and diagonal member anchoring structure for use therein | |
| JP3629997B2 (en) | Precast segment modification method | |
| JPS60181452A (en) | Construction of floor panel | |
| KR102226883B1 (en) | Insert panel connector installed on various slab and construction method for insert panel using that | |
| JP7239356B2 (en) | Concrete slab replacement method for highway bridges |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| A01 | Written decision to grant a patent or to grant a registration (utility model) |
Free format text: JAPANESE INTERMEDIATE CODE: A01 Effective date: 20001219 |
|
| LAPS | Cancellation because of no payment of annual fees |