JP2013119722A - Method for enhancing shear capacity of reinforced concrete beam - Google Patents

Method for enhancing shear capacity of reinforced concrete beam Download PDF

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JP2013119722A
JP2013119722A JP2011267509A JP2011267509A JP2013119722A JP 2013119722 A JP2013119722 A JP 2013119722A JP 2011267509 A JP2011267509 A JP 2011267509A JP 2011267509 A JP2011267509 A JP 2011267509A JP 2013119722 A JP2013119722 A JP 2013119722A
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shear
reinforced concrete
strength
concrete beam
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JP5916364B2 (en
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Naomi Sasaki
尚美 佐々木
Kaoru Kobayashi
薫 小林
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East Japan Railway Co
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Abstract

PROBLEM TO BE SOLVED: To reduce a cost of a reinforcement material and also enhance shear capacity.SOLUTION: The shear capacity is enhanced by forming a region (10) having higher tensile strength than a periphery at a portion which receives shear force in a reinforced concrete beam (1).

Description

本発明は鉄筋コンクリート梁のせん断耐力を向上させるせん断補強方法に関する。   The present invention relates to a shear reinforcement method for improving the shear strength of a reinforced concrete beam.

図５は鉄筋コンクリート梁に発生するせん断ひび割れを説明する図である。
鉄筋コンクリート梁１は主鉄筋の他にせん断補強用として帯鉄筋２が用いられる。梁１の両端部を支点３で支持して梁中央部の載荷点４に荷重をかけ、荷重を大きくしていくと、支点３と載荷点４との間にほぼ４５度のラインでひび割れ５が発生してせん断破壊が生ずる。
このようなせん断破壊を防止する従来の方法を図６、図７により説明する。
図６はせん断補強用の帯鉄筋を多く配置する例を示す図で、せん断応力が大きく作用する領域の帯鉄筋の配置間隔を狭くして帯鉄筋を多く配置することでせん断破壊を防止するようにしている。また、せん断補強鉄筋に高強度鋼材を用いることも行われている。
図７は梁断面を鋼板で巻く例を示す図で、せん断応力が大きく作用する領域を鋼板７で巻いてモルタルやコンクリートを詰めるなどして一体化し、せん断破壊を防止するようにしている。 FIG. 5 is a diagram for explaining a shear crack generated in a reinforced concrete beam.
In the reinforced concrete beam 1, in addition to the main reinforcing bar, a band reinforcing bar 2 is used for shear reinforcement. When both ends of the beam 1 are supported by the fulcrum 3 and a load is applied to the loading point 4 at the center of the beam, and the load is increased, a crack 5 is formed at a line of approximately 45 degrees between the fulcrum 3 and the loading point 4. Occurs and shear fracture occurs.
A conventional method for preventing such shear fracture will be described with reference to FIGS.
FIG. 6 is a view showing an example in which a large number of reinforcing bars for shear reinforcement are arranged, and it is possible to prevent shear failure by arranging a large number of reinforcing bars by narrowing the arrangement interval of the reinforcing bars in a region where shear stress acts greatly. I have to. In addition, a high-strength steel material is also used for the shear reinforcing bar.
FIG. 7 is a view showing an example in which a beam cross section is wound with a steel plate, and a region where shear stress is greatly applied is wound with the steel plate 7 and integrated by packing mortar or concrete to prevent shear failure.

帯鉄筋を多く配置する方法では、せん断補強鉄筋の配置が密となって鉄筋組立作業が困難となり、また、せん断補強鉄筋に高強度鋼材を用いる場合は材料コストが高くなってしまう。梁断面を鋼板で巻く方法では、鋼材の材料コストおよび施工の手間がかかるという問題がある。   In the method of arranging a lot of reinforcing bars, the arrangement of the shear reinforcing reinforcing bars becomes dense and the assembling work of the reinforcing bars becomes difficult, and when a high strength steel material is used for the shear reinforcing reinforcing bars, the material cost becomes high. In the method of winding the beam cross section with a steel plate, there is a problem that the material cost of the steel material and the labor of construction are required.

本発明は上記課題を解決しようとするもので、補強材料のコストを逓減し、かつせん断耐力を向上させることを目的とする。
本発明は、鉄筋コンクリート梁のせん断力を受ける部分に、周囲より引張強度の大きい領域を形成してせん断耐力を向上させることを特徴とする。
また、本発明は、周囲より引張強度の大きい領域は、空隙の多いコンクリート領域を形成し、この領域内に接着強度および引張強度の大きい充填材を充填して形成することを特徴とする。
また、本発明は、前記空隙の多いコンクリート領域をコンクリートに複数の孔を開けることで形成し、この孔に接着強度および引張強度の大きい充填材を充填することを特徴とする。
また、本発明は、前記空隙の多いコンクリート領域の界面に差し筋を設けたことを特徴とする。
また、本発明は、前記空隙の多いコンクリート領域の界面に凹凸を形成したことを特徴とする。 The present invention is intended to solve the above-described problems, and aims to reduce the cost of a reinforcing material and improve the shear strength.
The present invention is characterized in that a shear strength of a reinforced concrete beam is improved by forming a region having a higher tensile strength than the surroundings in a portion receiving the shearing force of the reinforced concrete beam.
Further, the present invention is characterized in that a region having a higher tensile strength than the surroundings is formed by forming a concrete region having many voids, and filling the region with a filler having a high adhesive strength and tensile strength.
Further, the present invention is characterized in that the concrete region having a large number of voids is formed by opening a plurality of holes in the concrete, and the holes are filled with a filler having high adhesive strength and tensile strength.
Further, the present invention is characterized in that a reinforcing bar is provided at an interface of the concrete region having a large number of voids.
In addition, the present invention is characterized in that irregularities are formed at the interface of the concrete region having many voids.

本発明は、周囲よりも引っ張り強度の大きい領域をせん断力が作用する部位に設けることで、補強材料を減らし、補強材のコストを下げ、施工性を良くして鉄筋コンクリート梁のせん断耐力を向上させることが可能となる。   The present invention provides a region having a higher tensile strength than the surrounding area at a site where the shear force acts, thereby reducing the reinforcing material, reducing the cost of the reinforcing material, improving the workability, and improving the shear strength of the reinforced concrete beam. It becomes possible.

鉄筋コンクリート梁のせん断耐力向上方法の例を説明する図である。It is a figure explaining the example of the shear strength improvement method of a reinforced concrete beam. せん断ひび割れの発生状況を説明する図である。It is a figure explaining the generation | occurrence | production state of a shear crack. 鉄筋コンクリート梁のせん断耐力向上方法の他の例を説明する図である。It is a figure explaining the other example of the shear strength improvement method of a reinforced concrete beam. せん断補強する範囲を形成する領域の例を説明する図である。It is a figure explaining the example of the area | region which forms the range to carry out shear reinforcement. 従来の鉄筋コンクリート梁のせん断ひび割れの発生を説明する図である。It is a figure explaining generation | occurrence | production of the shear crack of the conventional reinforced concrete beam. 従来の帯鉄筋を増やすせん断補強方法の例を説明する図である。It is a figure explaining the example of the shear reinforcement method of increasing the conventional band reinforcement. 従来の鋼板巻きせん断補強方法の例を説明する図である。It is a figure explaining the example of the conventional steel plate winding shear reinforcement method.

以下、本実施形態について説明する。
図１は本実施形態を説明する図である。
鉄筋コンクリート梁１の支点３と載荷点４との間のせん断力が大きく作用する領域の少なくとも一部に、周囲より引っ張り強度が大きい領域１０を形成する。引っ張り強度が大きい領域１０は、例えば、この領域のコンクリートにバイブレータ等で振動を与えてセメントペーストを除去して粗骨材、細骨材が多く空隙の多い状況をつくり、この領域に接着強度および引張強度の大きいエポキシ樹脂、アクリル樹脂等の有機系樹脂、或いはポリマーセメント等の接着強度および引張強度が大きい無機系材料等の充填材を充填して形成する。せん断力が大きく作用するところでは、圧縮に対して直交する方向に引っ張り力が作用してせん断破壊を起こすので、このような領域の少なくとも一部に引っ張り強度が大きい領域１０を形成することで帯鉄筋の量を増やさず、高強度鋼材を使用せずにせん断耐力を向上させることができる。
なお、コンクリートの一部領域を空隙の多い状態とする方法としては、その領域のセメントペーストを除去する方法以外にも、ある領域のコンクリートに複数の孔を開けることで形成し、その孔に接着強度および引張強度の高い充填材を充填することで引っ張り強度が大きい領域を形成するようにしてもよい。 Hereinafter, this embodiment will be described.
FIG. 1 is a diagram illustrating this embodiment.
A region 10 having a higher tensile strength than the surroundings is formed in at least a part of the region where the shearing force between the fulcrum 3 and the loading point 4 of the reinforced concrete beam 1 acts greatly. In the region 10 where the tensile strength is high, for example, the concrete in this region is vibrated with a vibrator or the like to remove the cement paste, thereby creating a situation where there are many coarse aggregates and fine aggregates, and there are many voids. It is formed by filling an organic resin such as an epoxy resin having a high tensile strength or an acrylic resin, or a filler such as an inorganic material having a high adhesive strength or tensile strength such as polymer cement. Where the shear force acts greatly, the tensile force acts in the direction orthogonal to the compression to cause shear fracture. Therefore, by forming the region 10 having a high tensile strength in at least a part of such a region, the band is formed. Shear strength can be improved without increasing the amount of reinforcing bars and without using high-strength steel.
In addition to the method of removing the cement paste in that area, a method for making a part of concrete in a state with a lot of voids is formed by making a plurality of holes in concrete in a certain area and bonding to that hole. A region having high tensile strength may be formed by filling a filler having high strength and high tensile strength.

図２は図１に示した引っ張り強度が大きい領域を形成した鉄筋コンクリートのせん断耐力向上を説明する図である。
載荷点４への荷重を大きくしていったときに発生するせん断ひび割れ１５は、引っ張り強度が大きい領域１０を迂回し、領域１０の下側を経て支点３に達していることが確認された。左側の領域１０に着目すると、支点３が領域１０の右端の載荷点４に近い位置３’（間接支点）へ移動したことになる。したがって、コンリート梁の高さをｄ、間接支点３’と載荷点４との間の長さａ（せん断スパン）の比ａ／ｄが小さくなり、せん断耐力が向上していることが分かる。 FIG. 2 is a diagram for explaining the improvement of the shear strength of the reinforced concrete in which the region having a high tensile strength shown in FIG. 1 is formed.
It was confirmed that the shear crack 15 generated when the load on the loading point 4 was increased bypassed the region 10 having a high tensile strength and reached the fulcrum 3 through the lower side of the region 10. Focusing on the left region 10, the fulcrum 3 has moved to a position 3 ′ (indirect fulcrum) close to the loading point 4 at the right end of the region 10. Therefore, it can be seen that the height of the continuous beam is d, the ratio a / d of the length a (shear span) between the indirect fulcrum 3 ′ and the loading point 4 is reduced, and the shear strength is improved.

図３は本発明の他の実施形態を説明する図である。
引っ張り強度が大きい領域１０は接着強度の大きい樹脂を充填しているが、樹脂の界面は強度が弱くひび割れが発生し易い。そこで、この例では領域１０の下側界面に複数の差し筋２０を入れてひび割れの発生を防止してせん断耐力を向上させるようにしている。また、差し筋２０は領域１０の上側界面にも設けるようにしてもよい。また、差し筋を設けることに代えて、界面に凹凸を設けるようにしてもよく、この凹凸がひび割れた界面のかみ合わせにきいてくるので強度を増してせん断耐力を向上させることができる。もちろん、界面に凹凸を形成し、さらに差し筋を設けるようにしてもよい。 FIG. 3 is a diagram for explaining another embodiment of the present invention.
The region 10 having a high tensile strength is filled with a resin having a high adhesive strength, but the interface of the resin is weak and easily cracks. Therefore, in this example, a plurality of incisions 20 are inserted at the lower interface of the region 10 to prevent the occurrence of cracks and improve the shear strength. Further, the incisor 20 may be provided at the upper interface of the region 10. Further, in place of providing a reinforcing bar, an unevenness may be provided at the interface, and since this unevenness comes into contact with the cracked interface, the strength can be increased and the shear strength can be improved. Of course, irregularities may be formed on the interface, and further a reinforcing bar may be provided.

図４は引っ張り力が大きい材料の形成範囲の例を説明する図で、図４（ａ）は正面図、図４（ｂ）は側断面図である。
前述したように、せん断力が大きく作用するところは、圧縮に対して直交する方向に引っ張り力が作用してせん断破壊を起こすので、図４（ａ）に示すように、梁高をＨとしたとき、引っ張り強度が大きい領域１０は支点３から２Ｈ程度の範囲に形成するのが望ましい。なお、必ずしも２Ｈの全範囲である必要はなく適宜状況によってより狭い範囲に形成するようにしてもよく、また、支点３から多少離れた位置から２Ｈ程度の範囲としてその範囲内で適宜選択するようにしてもよい。
図４（ｂ）の側断面図において、梁高をＨ、梁の幅をＢとしたとき、引っ張り強度が大きい領域１０の梁断面の奥域方向は幅Ｂ／３以上あることが望ましく、幅Ｂの全域に形成してもよい。また、高さ方向は、上部は圧縮力が大きく作用するので、この領域を外した３Ｈ／４の範囲内とするのが望ましいが、適宜状況によってより狭い範囲に形成するようにしてもよい。 4A and 4B are diagrams for explaining an example of the formation range of a material having a high tensile force. FIG. 4A is a front view and FIG. 4B is a side sectional view.
As described above, where the shearing force acts greatly, the tensile force acts in the direction orthogonal to the compression to cause the shear fracture, so the beam height is set to H as shown in FIG. In some cases, it is desirable to form the region 10 having a high tensile strength in a range of about 3 to 2H from the fulcrum 3. It should be noted that the entire range of 2H is not necessarily limited, and may be formed in a narrower range depending on circumstances, and may be appropriately selected as a range of about 2H from a position slightly away from the fulcrum 3. It may be.
In the side cross-sectional view of FIG. 4B, when the beam height is H and the beam width is B, the depth direction of the beam cross section of the region 10 where the tensile strength is large is preferably greater than or equal to the width B / 3. You may form in the whole area of B. In addition, since the compressive force acts on the upper portion in the height direction, it is desirable that the height is within the range of 3H / 4 excluding this region, but it may be formed in a narrower range depending on the situation.

１…鉄筋コンクリート梁、２…帯鉄筋、３…支点、４…載荷点、１０…引っ張り強度が大きい領域 DESCRIPTION OF SYMBOLS 1 ... Reinforced concrete beam, 2 ... Strip reinforcement, 3 ... Supporting point, 4 ... Loading point, 10 ... Area with high tensile strength

Claims (5)

鉄筋コンクリート梁のせん断力を受ける部分に、周囲より引張強度の大きい領域を形成してせん断耐力を向上させることを特徴とする鉄筋コンクリート梁のせん断耐力向上方法。 A method for improving the shear strength of a reinforced concrete beam, wherein a region having a higher tensile strength than the surrounding is formed in a portion of the reinforced concrete beam that receives a shear force to improve the shear strength. 周囲より引張強度の大きい領域は、空隙の多いコンクリート領域を形成し、この領域内に接着強度および引張強度の大きい充填材を充填して形成する請求項１記載の鉄筋コンクリート梁のせん断耐力向上方法。 The method for improving the shear strength of a reinforced concrete beam according to claim 1, wherein a region having a higher tensile strength than the surrounding is formed by forming a concrete region having a lot of voids, and filling the region with a filler having a high adhesive strength and tensile strength. 前記空隙の多いコンクリート領域をコンクリートに複数の孔を開けることで形成し、この孔に接着強度および引張強度の大きい充填材を充填する請求項２記載の鉄筋コンクリート梁のせん断耐力向上方法。 The method for improving the shear strength of a reinforced concrete beam according to claim 2, wherein the concrete region having a large number of voids is formed by opening a plurality of holes in the concrete, and the holes are filled with a filler having high adhesive strength and tensile strength. 前記空隙の多いコンクリート領域の界面に差し筋を設けた請求項２または３記載の鉄筋コンクリート梁のせん断耐力向上方法。 The method for improving the shear strength of a reinforced concrete beam according to claim 2 or 3, wherein a reinforcing bar is provided at an interface of the concrete region having many voids. 前記空隙の多いコンクリート領域の界面に凹凸を形成した請求項２乃至４いずれか記載の鉄筋コンクリート梁のせん断耐力向上方法。 The method for improving the shear strength of a reinforced concrete beam according to any one of claims 2 to 4, wherein irregularities are formed at an interface of the concrete region having many voids.
JP2011267509A 2011-12-07 2011-12-07 Method for improving shear strength of reinforced concrete beams Expired - Fee Related JP5916364B2 (en)

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Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2015010414A (en) * 2013-07-01 2015-01-19 東日本旅客鉄道株式会社 Manufacturing method of reinforced concrete member
JP2015010415A (en) * 2013-07-01 2015-01-19 東日本旅客鉄道株式会社 Concrete structure and restoration method of concrete structure
JP2015113622A (en) * 2013-12-11 2015-06-22 東日本旅客鉄道株式会社 Concrete member and method for manufacturing the same
JP2017170906A (en) * 2017-04-20 2017-09-28 東日本旅客鉄道株式会社 Method for manufacturing reinforced concrete member
CN114412064A (en) * 2022-02-28 2022-04-29 江南大学 Shear-resistant enhanced reinforced concrete beam and method thereof

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0932313A (en) * 1995-07-19 1997-02-04 Kajima Corp Reinforcing work of concrete beam
JPH1144045A (en) * 1997-07-25 1999-02-16 Denki Kagaku Kogyo Kk Reinforcing method and structure of concrete building
JP2005029991A (en) * 2003-07-08 2005-02-03 Nippon Steel Composite Co Ltd Reinforcing method of concrete structure
JP2005097939A (en) * 2003-09-24 2005-04-14 Univ Nihon Rc structure with improved traveling vibration durability and method of manufacturing the same
JP2008115584A (en) * 2006-11-02 2008-05-22 Penta Ocean Construction Co Ltd Method of reinforcing reinforced concrete structure

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0932313A (en) * 1995-07-19 1997-02-04 Kajima Corp Reinforcing work of concrete beam
JPH1144045A (en) * 1997-07-25 1999-02-16 Denki Kagaku Kogyo Kk Reinforcing method and structure of concrete building
JP2005029991A (en) * 2003-07-08 2005-02-03 Nippon Steel Composite Co Ltd Reinforcing method of concrete structure
JP2005097939A (en) * 2003-09-24 2005-04-14 Univ Nihon Rc structure with improved traveling vibration durability and method of manufacturing the same
JP2008115584A (en) * 2006-11-02 2008-05-22 Penta Ocean Construction Co Ltd Method of reinforcing reinforced concrete structure

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2015010414A (en) * 2013-07-01 2015-01-19 東日本旅客鉄道株式会社 Manufacturing method of reinforced concrete member
JP2015010415A (en) * 2013-07-01 2015-01-19 東日本旅客鉄道株式会社 Concrete structure and restoration method of concrete structure
JP2015113622A (en) * 2013-12-11 2015-06-22 東日本旅客鉄道株式会社 Concrete member and method for manufacturing the same
JP2017170906A (en) * 2017-04-20 2017-09-28 東日本旅客鉄道株式会社 Method for manufacturing reinforced concrete member
CN114412064A (en) * 2022-02-28 2022-04-29 江南大学 Shear-resistant enhanced reinforced concrete beam and method thereof

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