JPH11247304A - Joint structure of rc construction - Google Patents
Joint structure of rc constructionInfo
- Publication number
- JPH11247304A JPH11247304A JP5039098A JP5039098A JPH11247304A JP H11247304 A JPH11247304 A JP H11247304A JP 5039098 A JP5039098 A JP 5039098A JP 5039098 A JP5039098 A JP 5039098A JP H11247304 A JPH11247304 A JP H11247304A
- Authority
- JP
- Japan
- Prior art keywords
- joint
- steel fiber
- precast concrete
- placing
- fiber reinforced
- 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.)
- Granted
Links
Landscapes
- Joining Of Building Structures In Genera (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、ＲＣ構造物の継手
構造に関し、特にプレキャストコンクリート構造物を採
用する際に重ね継手を用いずに打継部を形成するＲＣ構
造物の継手構造に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a joint structure of an RC structure, and more particularly to a joint structure of an RC structure which forms a joint without using a lap joint when a precast concrete structure is employed.
【０００２】[0002]
【従来の技術】ケーソン等の港湾構造物や高橋脚等のＲ
Ｃ構造物においては、工期短縮、作業員削減、コストダ
ウンのためにプレキャストコンクリート構造物を使用す
ることが急務である。この際に、一番問題になるのはプ
レキャストコンクリート構造物間の継手部分である。プ
レキャストコンクリート構造物間の継手に関しては各種
の改善が展開されている。従来のプレキャストコンクリ
ート構造物間の継手構造は、それぞれの構造物から突出
している継手鉄筋を重ね合わせ、番線を用いて位置がず
れないようにしてからコンクリートを打設する施工法が
一般的であったが、継手鉄筋の重ね合わせ部分の引張り
材強度を高めるために種々の改善がなされている。図７
に示す例は、このような改善案の１つであり、図示のよ
うにプレキャストコンクリート部材１０，１０’は、そ
れぞれが端部１１、１１’からループ筋１２を出してい
る。一体のコンクリート構造物を形成するための打継部
１３は、両部材からのループ筋１２を重ね継ぎし、Ｈ型
鋼１４を重ね継いだループ筋の間に差し込んで固定して
から普通コンクリート１５を打設して形成されている。
この施工法は、重ね鉄筋としてループ筋を用い、その結
合にＨ鋼を採用する点でユニークであり、載荷試験によ
る圧縮強度、曲げ強度及び弾性係数等でも耐力的に充分
であることが確認されている。以上のように、プレキャ
ストコンクリート構造物間の継手構造は、継手部分の耐
力を向上させるための改善が行われ、当初の目的は達成
しているものの、プレキャストコンクリートを用いて施
工する場合に尤も問題になる、プレキャストコンクリー
ト間の継手構造としては依然として重ね継手を採用して
いるものであって、本質的には何ら変わっていない。そ
して、プレキャストコンクリート構造物の施工に関する
最大の問題点は、もっとも手間を要して施工上のネック
になっている重ね継手の改善である。2. Description of the Related Art Port structures such as caisson and R for high piers
In the case of the C structure, it is urgently necessary to use a precast concrete structure in order to shorten the construction period, reduce the number of workers, and reduce costs. In this case, the most problematic is the joint between the precast concrete structures. Various improvements have been developed for joints between precast concrete structures. Conventional joint structures between precast concrete structures are generally constructed by superimposing joint reinforcing bars protruding from each structure, using a wire to prevent displacement, and then placing concrete. However, various improvements have been made in order to increase the tensile strength of the overlapped portion of the joint reinforcement. FIG.
The example shown in FIG. 1 is one of such improvement plans. As shown in the figure, the precast concrete members 10 and 10 ′ each have a loop streak 12 extending from the ends 11 and 11 ′. A joint portion 13 for forming an integral concrete structure is formed by joining the loop bars 12 from both members together, inserting an H-shaped steel 14 between the joined loop bars, and fixing the ordinary concrete 15. It is formed by casting.
This construction method is unique in that loop steel is used as the lapping reinforcement and H steel is used for the connection, and it has been confirmed that the compressive strength, bending strength, elastic modulus, etc. by the loading test are sufficient in terms of proof stress. ing. As described above, the joint structure between precast concrete structures has been improved to improve the proof stress of the joint part, and although the original purpose has been achieved, there is still a problem when installing using precast concrete. As a joint structure between precast concretes, a lap joint is still employed, and there is essentially no change. The biggest problem with the construction of the precast concrete structure is the improvement of the lap joint, which is the most troublesome and is a bottleneck in the construction.
【０００３】[0003]
【発明が解決しようとする課題】本発明は、ＲＣ構造物
を構築する際にプレキャストコンクリート構造物を用い
て施工する場合に、重ね継手を用いずに打継部を簡潔に
施工できるようにしたＲＣ構造物の継手構造の提供を目
的にしている。DISCLOSURE OF THE INVENTION The present invention enables a simple construction of a joint without using a lap joint when constructing an RC structure using a precast concrete structure. It is intended to provide a joint structure of an RC structure.
【０００４】[0004]
【課題を解決するための手段】本発明によるＲＣ構造物
の継手構造は、プレキャストコンクリート構造物の継手
鉄筋を互いに突き合わせて打継部を形成し、打継部には
鋼繊維補強高強度モルタルを打ち込んで一体化するもの
であり、強度的に必要な場合には打継部の継手鉄筋に添
筋を配置することを特徴としている。According to the present invention, there is provided a joint structure for an RC structure according to the present invention, in which a joint portion is formed by joining joint reinforcing bars of a precast concrete structure to each other, and a steel fiber reinforced high-strength mortar is formed in the joint portion. It is driven and integrated, and it is characterized in that a reinforcing bar is arranged on the joint reinforcing bar of the joint when necessary for strength.
【０００５】[0005]
【発明の実施の態様】以下、図面に基づいて本発明の実
施の態様を説明する。本発明によるＲＣ構造物の継手構
造は、鉄筋比１％以下の通常のプレキャストコンクリー
ト構造物を対象にしている。継手構造は第１図に示すよ
うに、プレキャストコンクリート構造物１、１’の継手
鉄筋２、２’が互いに突き合わされて打継部３を形成し
ており、各継手鉄筋は従来のように重ね合わされていな
い。そして、打継部３には鋼繊維補強高強度モルタル４
を打ち込んで一体化しているから、構造的には極めて簡
潔な形態になっており、作業現場での施工は非常に単純
化させられる。Embodiments of the present invention will be described below with reference to the drawings. The joint structure of the RC structure according to the present invention is intended for a normal precast concrete structure having a rebar ratio of 1% or less. In the joint structure, as shown in FIG. 1, joint reinforcing bars 2, 2 'of the precast concrete structures 1, 1' are butted against each other to form a joint portion 3, and the joint reinforcing bars are overlapped as in the conventional case. It has not been. And the joint part 3 has a steel fiber reinforced high strength mortar 4
, The structure is extremely simple, and the construction at the work site is greatly simplified.
【０００６】本発明によるＲＣ構造物の継手構造は、鋼
繊維補強高強度モルタルで打継部を形成するものである
が、以下に同継手構造で耐力的に保証できることを説明
する。本発明で使用する鋼繊維補強高強度モルタルの配
合は、図２の成分配合表に示す内容になっている。上記
配合の鋼繊維補強高強度モルタルは、鋼繊維の混入の度
合いによってその曲げ特性を変化するが、３〜９％まで
の鋼繊維混入率における曲げ強度、曲げじん性係数を実
験的に確認しており、曲げ特性として図３に示してい
る。The joint structure of the RC structure according to the present invention, in which the joint portion is formed by steel fiber reinforced high-strength mortar, will be described below in which the joint structure can guarantee the strength. The composition of the steel fiber reinforced high strength mortar used in the present invention is as shown in the component composition table of FIG. The steel fiber reinforced high-strength mortar of the above composition changes its bending characteristics depending on the degree of steel fiber mixing, but the bending strength and bending toughness coefficient at a steel fiber mixing ratio of 3 to 9% were experimentally confirmed. FIG. 3 shows the bending characteristics.
【０００７】一方、継手鉄筋２と普通コンクリートとか
ら構成される打継部３の曲げ耐力は次式で計算される。 Ｍｙ＝Ｔ×７/８×ｄ＝Ａｓ×ｆｓｙ×７/８×ｄ Ｍｙ : ＲＣ構造物の曲げ耐力 Ｔ : 鉄筋に作用する力 Ａｓ : 鉄筋断面積 ｆｓｙ : 鉄筋の降伏応力 ｄ : 有効高さ 従って、ＲＣ構造物の断面を図４に示すような寸法に設
定し、鉄筋の降伏応力ｆｓｙを３０００ｋｇｆ／ｃｍ2
とした場合の曲げ耐力Ｍｙ は、次の通り算出される。 Ａｓ＝５０×１００×０．０１＝５０ｃｍ2 ｄ＝１００ｃｍ ∴ Ｍｙ ＝１３,１２５,０００ｋｇｆ・ｃｍ になる。又、鉄筋２の降伏応力ｆｓｙを３５００ｋｇｆ
／ｃｍ2 とした場合の曲げ耐力Ｍｙ は、同様の計算で
１５,３１２,５００ｋｇｆ・ｃｍ になる。なお、上記
継手鉄筋の重ね長さは従来例と同様に１０×Фに設定し
ている。On the other hand, the bending strength of the joint 3 composed of the joint reinforcing bar 2 and ordinary concrete is calculated by the following equation. My = T × 7/8 × d = As × fsy × 7/8 × d My: Bending strength of RC structure T: Force acting on rebar As: Rebar cross-sectional area fsy: Yield stress of rebar d: Effective height Therefore, the cross section of the RC structure is set to the dimensions shown in FIG. 4 and the yield stress fsy of the reinforcing steel is set to 3000 kgf / cm 2.
In this case, the bending strength My is calculated as follows. As = 50 × 100 × 0.01 = 50 cm 2 d = 100 cm∴My = 13,125,000 kgf · cm. Further, the yield stress fsy of the reinforcing bar 2 is set to 3500 kgf.
/ Cm 2 is 15,312,500 kgf · cm 2 by the same calculation. The overlapping length of the joint reinforcing bar is set to 10 × Ф as in the conventional example.
【０００８】これに対して、鋼繊維補強高強度モルタル
単体の曲げ耐力は、次の式で計算される。 ＭCRC ＝σ×ｚ＝σ×(b×h2)／６ ＭCRC： 鋼繊維補強高強度モルタルの曲げ耐力 σ : 曲げじん性係数 ｂ : 短辺寸法 ｈ : 長辺寸法 従って、鋼繊維混入率が６％の鋼繊維補強高強度モルタ
ル単体の断面を図３に示すような寸法に設定した場合の
曲げ耐力ＭＣＲＣ は、次の通り算出される。先ず、図
３から曲げじん性係数σ＝１５Ｎ／ｍｍ2 を求めてこの
値を上記計算式に挿入する。 σ ＝ １５０ｋｇｆ／ｃｍ2 ｂ ＝ ５０ｃｍ ｈ ＝ １１０ｃｍ ∴ ＭCRC ＝１５,１２５,０００ｋｇｆ・ｃｍ になる。On the other hand, the bending strength of the steel fiber reinforced high strength mortar alone is calculated by the following equation. M CRC = σ × z = σ × (b × h 2 ) / 6 M CRC : Bending strength of steel fiber reinforced high strength mortar σ: Flexural toughness coefficient b: Short side dimension h: Long side dimension Therefore, steel fiber is mixed. The bending strength MCRC when the cross section of the steel fiber reinforced high-strength mortar having a rate of 6% is set to the dimensions shown in FIG. 3 is calculated as follows. First, a bending toughness coefficient σ = 15 N / mm 2 is obtained from FIG. 3 and this value is inserted into the above-mentioned equation. σ = 150 kgf / cm 2 b = 50 cm h = 110 cm Ｍ M CRC = 15,125,000 kgf · cm
【０００９】この値を上記で算出した重ね継手の計算値
と比較すると、使用する鉄筋の降伏応力を３０００ｋｇ
ｆ／ｃｍ2にする場合には、鋼繊維補強高強度モルタル
単体の曲げ耐力の方が上回っている。従って、継手鉄筋
は重継ぎを採用せずに継手鉄筋の突き合わせで充分な耐
力を確保できることになる。しかし、鉄筋の降伏応力を
３５００ｋｇｆ／ｃｍ2にすると、鋼繊維補強高強度モ
ルタル単体の曲げ耐力の方が若干低い値になるが、図５
に示すように継手鉄筋２，２’の突き合わせ部分に添筋
５を配置することで対応可能であり、この場合も重ね継
ぎの必要はないといえる。When this value is compared with the calculated value of the lap joint calculated above, the yield stress of the reinforcing steel used is 3000 kg.
In the case of f / cm 2 , the bending strength of the steel fiber reinforced high-strength mortar alone exceeds. Therefore, the joint rebar can secure sufficient strength by abutting the joint rebar without employing a heavy splice. However, when the yield stress of the reinforcing steel is set to 3500 kgf / cm 2 , the bending strength of the steel fiber reinforced high-strength mortar alone becomes slightly lower.
Can be dealt with by arranging the reinforcing bar 5 at the butting portion of the joint reinforcing bars 2, 2 'as shown in FIG.
【００１０】以上のように、本発明によるＲＣ構造物の
継手構造は、作業現場での継手工事から鉄筋の重ね継ぎ
作業を無くして、鋼繊維補強高強度モルタル単体のみで
継手部を構成するものであるから、若干価格の高い鋼繊
維補強高強度モルタルを使用しても作業効率が向上して
工期の短縮とコストダウンを図ることができる。[0010] As described above, the joint structure of the RC structure according to the present invention eliminates the splicing work of the reinforcing bar from the joint work at the work site, and the joint portion is constituted only by the steel fiber reinforced high strength mortar alone. Therefore, even if a slightly expensive steel fiber reinforced high-strength mortar is used, the working efficiency is improved, and the construction period can be shortened and the cost can be reduced.
【００１１】図６には、プレキャストコンクリート構造
物１を十字形に配置する場合を図示している。この場合
の継ぎ手鉄筋は、相対する継手鉄筋２，２’とは突き合
わせ状に配置するが、隣接する継ぎ手鉄筋同士は交差す
ることになるから、いずれか片方の継手鉄筋の位置を上
下に若干ずらして製作するように配慮することが望まれ
る。FIG. 6 shows a case where the precast concrete structure 1 is arranged in a cross shape. In this case, the joint rebar is arranged in abutting manner with the joint rebars 2 and 2 ′ facing each other, but since the adjacent joint rebars intersect, the position of one of the joint rebars is slightly shifted up and down. It is hoped that consideration will be given to manufacturing.
【００１２】[0012]
【発明の効果】本発明によるＲＣ構造物の継手構造は、
プレキャストコンクリート構造物の継手鉄筋を互いに突
き合わせて打継部を形成し、打継部には鋼繊維補強高強
度モルタルを打ち込んで一体化するものであり、強度的
に必要な場合には打継部の継手鉄筋に添筋を配置するこ
とを特徴としているものであるから、作業効率が大幅に
向上し工期の短縮とコストダウンを図れる効果を奏する
ものである。The joint structure of the RC structure according to the present invention is as follows.
The joints of the precast concrete structure are joined to each other to form a joint, and the joint is integrated with a steel fiber reinforced high-strength mortar. Since the reinforcing bars are arranged on the joint reinforcing bar, the working efficiency can be greatly improved, and the construction period can be shortened and the cost can be reduced.
【図１】本発明によるＲＣ構造物の継手構造の側面図FIG. 1 is a side view of a joint structure of an RC structure according to the present invention.
【図２】鋼繊維補強高強度モルタルの成分配合表Fig. 2 Composition table of steel fiber reinforced high strength mortar
【図３】鋼繊維混入率―曲げ特性図Fig. 3 Steel fiber mixing ratio-bending characteristic diagram
【図４】ＲＣ構造物の断面図FIG. 4 is a sectional view of an RC structure.
【図５】添筋をしたＲＣ構造物継手構造の平面図FIG. 5 is a plan view of a joint structure of an RC structure having reinforcing bars.
【図６】十字形に配置したＲＣ構造物の継手構造の側面
図FIG. 6 is a side view of a joint structure of RC structures arranged in a cross shape.
【図７】従来の重ね継手構造の側面図FIG. 7 is a side view of a conventional lap joint structure.
１、１’ プレキャストコンクリート構造物 ２、２’ 継手鉄筋 ３ 打継部 ４ 鋼繊維補強高強度モルタル ５ 添筋 １０、１０’ プレキャストコンクリート構造物 １１ 端部 １２、１２’ ループ筋 １３ 打継部 １４ Ｈ鋼 １５ 普通コンクリート DESCRIPTION OF SYMBOLS 1, 1 'Precast concrete structure 2, 2' Joint reinforcement 3 Joint 4 Steel fiber reinforced high-strength mortar 5 Reinforcement 10, 10 'Precast concrete structure 11 End 12, 12' Loop reinforcement 13 Joint 14 H steel 15 ordinary concrete
Claims (2)
鉄筋を互いに突き合わせて打継部を形成し、該打継部に
鋼繊維補強高強度モルタルを打ち込んで一体化するＲＣ
構造物の継手構造An RC joint in which joints of a precast concrete structure are joined to each other to form a joint, and a steel fiber reinforced high-strength mortar is integrated into the joint.
Structure joint structure
を特徴とする請求項１に記載のＲＣ構造物の継手構造。2. The joint structure for an RC structure according to claim 1, wherein a reinforcing bar is arranged on the joint reinforcing bar of the joint.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5039098A JP3627029B2 (en) | 1998-03-03 | 1998-03-03 | Joint structure of RC structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5039098A JP3627029B2 (en) | 1998-03-03 | 1998-03-03 | Joint structure of RC structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH11247304A true JPH11247304A (en) | 1999-09-14 |
| JP3627029B2 JP3627029B2 (en) | 2005-03-09 |
Family
ID=12857555
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP5039098A Expired - Fee Related JP3627029B2 (en) | 1998-03-03 | 1998-03-03 | Joint structure of RC structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3627029B2 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009150115A (en) * | 2007-12-20 | 2009-07-09 | Shimizu Corp | Prestressed concrete beam and method of constructing the same |
| JP2009264040A (en) * | 2008-04-28 | 2009-11-12 | Dps Bridge Works Co Ltd | Concrete floor slab replacing method |
| CN104790582A (en) * | 2015-05-06 | 2015-07-22 | 长沙远大住宅工业集团有限公司 | Box-type structure roof |
| CN111350876A (en) * | 2020-04-09 | 2020-06-30 | 长江勘测规划设计研究有限责任公司 | Hand-digging type pipe jacking butt joint connecting structure and construction method thereof |
-
1998
- 1998-03-03 JP JP5039098A patent/JP3627029B2/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009150115A (en) * | 2007-12-20 | 2009-07-09 | Shimizu Corp | Prestressed concrete beam and method of constructing the same |
| JP2009264040A (en) * | 2008-04-28 | 2009-11-12 | Dps Bridge Works Co Ltd | Concrete floor slab replacing method |
| CN104790582A (en) * | 2015-05-06 | 2015-07-22 | 长沙远大住宅工业集团有限公司 | Box-type structure roof |
| CN111350876A (en) * | 2020-04-09 | 2020-06-30 | 长江勘测规划设计研究有限责任公司 | Hand-digging type pipe jacking butt joint connecting structure and construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3627029B2 (en) | 2005-03-09 |
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