JP5664000B2 - Method for improving reinforcement performance of floor slab and structure for improving reinforcement performance - Google Patents

Method for improving reinforcement performance of floor slab and structure for improving reinforcement performance Download PDF

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JP5664000B2
JP5664000B2 JP2010170792A JP2010170792A JP5664000B2 JP 5664000 B2 JP5664000 B2 JP 5664000B2 JP 2010170792 A JP2010170792 A JP 2010170792A JP 2010170792 A JP2010170792 A JP 2010170792A JP 5664000 B2 JP5664000 B2 JP 5664000B2
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floor slab
reinforcing
reinforcement
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JP2012031608A (en
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敏雄 野村
敏雄 野村
敏樹 高橋
敏樹 高橋
義直 伊奈
義直 伊奈
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Obayashi Corp
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Description

本発明は、床版の補強性能向上方法及び補強性能向上構造に関する。   The present invention relates to a method for improving a reinforcing performance of a floor slab and a reinforcing performance improving structure.

道路橋の床版には、上部を通行する自動車による繰り返し曲げ荷重が加わるため、コンクリートの下面に亀裂が発生するなど、補強が必要となることがある。このような床版の補強を行う際には、床版上の自動車の通行を妨げないことが望まれる。そこで、従来より、特許文献１の従来技術の欄に記載されているように、床版の下面に沿うように鋼板を配置し、この鋼板をアンカーと接着剤により固定する方法や、床版の下面に炭素繊維のような高強度繊維を接着剤により取り付ける方法が用いられている。   The bridge slab of the road bridge is subjected to repeated bending load from the automobile passing through the upper part, so reinforcement may be required, such as a crack on the lower surface of the concrete. When reinforcing such a floor slab, it is desirable not to obstruct the passage of the automobile on the floor slab. Therefore, conventionally, as described in the prior art column of Patent Document 1, a steel plate is disposed along the lower surface of the floor slab, and the method of fixing the steel plate with an anchor and an adhesive, A method of attaching high-strength fibers such as carbon fibers to the lower surface with an adhesive is used.

特開２００２―１６７９７７号公報JP 2002-167777 A

しかしながら、本願出願人らは、特許文献１に記載の補強方法で補強された床版について載荷試験を実施するとともに、この載荷試験についての解析を行った結果、曲げ耐力は向上したもののせん断耐力はあまり向上せず、曲げ破壊よりも先にせん断破壊を生じる場合があるという知見を得た。なお、本願出願人らがこの知見を得た載荷試験及び解析については発明を実施するための形態の欄にて説明する。   However, the applicants of the present application conducted a loading test on the floor slab reinforced by the reinforcing method described in Patent Document 1 and analyzed the loading test. As a result, although the bending strength was improved, the shear strength was It has not been improved so much, and it has been found that shear fracture may occur before bending fracture. Note that the loading test and analysis by which the applicants of the present application have obtained this knowledge will be described in the section of the embodiment for carrying out the invention.

そこで、本発明は、上記の問題点を鑑みてなされたものであり、せん断耐力を向上させ、曲げ破壊が生じる前にせん断破壊を生じさせないことにより、曲げ補強効果を発揮させて曲げ強度を向上させることが可能な床版の補強性能向上方法及び補強性能向上構造を提供することを目的とする。   Therefore, the present invention has been made in view of the above-described problems, and improves the bending strength by improving the shear strength and not causing the shear failure before the bending failure occurs, thereby improving the bending strength. An object of the present invention is to provide a method for improving the reinforcement performance of a floor slab and a structure for improving the reinforcement performance.

本発明は、上面近傍及び下面近傍に鉄筋が埋設された床版の補強性能向上方法であって、前記床版の下面側に増厚部を設け、前記増厚部を貫通して、反対側の面へ向けてせん断補強の効果が得られる長さの補強材を前記増厚部の下面側から前記床版内に設置することを特徴とする。
本発明によれば、せん断補強の効果が得られる長さの補強材を床版内に設置することで、せん断耐力を向上させることができる。したがって、床版に曲げ荷重が作用した際にせん断破壊が生じ難くなるので、曲げ強度を向上させることができる。 The present invention provides a reinforcing performance improvement methods of the deck rebar is embedded near the upper surface and the lower surface near provided thickened portions under side of the deck, through the increase thickness portion, opposite A reinforcing material having a length capable of obtaining the effect of shear reinforcement toward the side surface is installed in the floor slab from the lower surface side of the thickened portion .
According to the present invention, the shear strength can be improved by installing a reinforcing material having a length capable of obtaining a shear reinforcement effect in the floor slab. Therefore, when a bending load is applied to the floor slab, it is difficult for shear fracture to occur, so that the bending strength can be improved.

また、本発明において、前記補強材は前記補強材は、六角ボルト又はアンカーボルトであり、前記六角ボルト又はアンカーボルトをその頭部が前記増厚部の下面に当接し、その先端が前記反対側の面の鉄筋近傍に達するように設置することとしてもよい。 Further, in the present invention, the reinforcing material is a hexagon bolt or an anchor bolt, the head of the hexagon bolt or the anchor bolt abuts against the lower surface of the thickened portion, and the tip thereof is the opposite side. It is good also as installing so that it may reach near the reinforcing bar of the surface.

また、本発明において、前記床版の下面に孔を形成し、当該孔に速硬性充填剤を充填した後、前記孔内に前記補強材を挿入することとしてもよい。 In the present invention, the hole is formed on the lower surface of the slab, after filling the quick-setting filler to the hole, it is also possible to insert the reinforcement member within said bore.

また、本発明において、前記補強材を前記下面から打設することとしてもよい。 Further, in the present invention, it is also possible to pouring the reinforcement before Symbol underside.

本発明は、上面近傍及び下面近傍に鉄筋が埋設された床版の補強性能向上構造であって、前記床版の下面側に増厚部が設けられ、前記増厚部を貫通して前記床版の下面側から反対側の面へ向けて設置され、せん断補強の効果が得られる長さの補強材を前記床版内に備えることを特徴とする。
The present invention provides a reinforcing performance enhancement structure of deck rebar is embedded near the upper surface and the lower surface near the thickened portion is provided on the lower surface side of the slab, the through the increase thickness portion installed from the lower surface side of the deck toward the opposite surface, characterized in that it comprises a reinforcement effect is length obtained of shear reinforcement in the slab.

また、本発明において、前記補強材は、その先端が前記反対側の面の鉄筋近傍に達するように設置されていることとしてもよい。   Moreover, in this invention, the said reinforcing material is good also as being installed so that the front-end | tip may reach the reinforcing bar vicinity of the said opposite surface.

また、本発明において、前記補強材は、前記床版に形成された孔内に設置されており、その周囲は速硬性充填剤で充填されていることとしてもよい。   Moreover, in this invention, the said reinforcing material is installed in the hole formed in the said floor slab, It is good also as the circumference | surroundings being filled with the quick-hardening filler.

本発明によれば、せん断耐力を向上させ、曲げ破壊が生じる前にせん断破壊を生じさせないことにより、曲げ補強効果を発揮させて曲げ強度を向上させることが可能な床版の補強性能向上方法及び補強性能向上構造を提供することができる。   According to the present invention, there is provided a method for improving the reinforcing performance of a slab capable of improving the bending strength and improving the bending strength by improving the shear strength and not causing the shear fracture before the bending fracture occurs. A reinforcing performance improving structure can be provided.

本実施形態に係る道路橋の床版の補強構造を示す鉛直断面図である。It is a vertical sectional view showing the reinforcing structure of the floor slab of the road bridge according to the present embodiment. 床版の補強材付近を拡大した図である。It is the figure which expanded the reinforcement material vicinity of a floor slab. 道路橋ＲＣ床版を模擬した各試験体を構成する部位、部材等を示す図である。It is a figure which shows the site | part, member, etc. which comprise each test body which simulated the road bridge RC floor slab. 試験体４２の側断面図である。3 is a side sectional view of a test body 42. FIG. 試験体４３の側断面図である。3 is a side sectional view of a test body 43. FIG. 試験体４４の側断面図である。3 is a side sectional view of a test body 44. FIG. 試験体４５の側断面図である。4 is a side sectional view of a test body 45. FIG. 各試験体の解析モデルを示す図である。It is a figure which shows the analysis model of each test body. 各試験体の解析条件を示す図である。It is a figure which shows the analysis conditions of each test body. 各試験体の載荷状態を示す図である。It is a figure which shows the loading state of each test body. 各試験体に載荷した荷重と変位との関係を示す図である。It is a figure which shows the relationship between the load and displacement which were loaded on each test body. 各試験体４２〜４５の曲げ耐力、せん断耐力及び最大荷重の解析値、並びに載荷試験の試験結果を示す図である。It is a figure which shows the bending strength of each test body 42-45, the shear strength, and the analytical value of a maximum load, and the test result of a loading test. 補強材の長さの他の実施例を示す図である。It is a figure which shows the other Example of the length of a reinforcing material. 床版の下端面から補強材を設置した状態を示す図である。It is a figure which shows the state which installed the reinforcing material from the lower end surface of a floor slab.

以下、本発明に係る床版の補強性能向上方法及び補強性能向上構造の一実施形態を、道路橋ＲＣ床版に適用した例について図面を用いて詳細に説明する。   Hereinafter, an example in which an embodiment of a reinforcing performance improving method and a reinforcing performance improving structure of a floor slab according to the present invention is applied to a road bridge RC floor slab will be described in detail with reference to the drawings.

図１は、本実施形態に係る道路橋の床版１の補強構造２を示す鉛直断面図である。また、図２は、床版１の補強材３０付近を拡大した図である。
両図に示すように、道路橋の床版１は、床版本体１０と、床版本体１０の下に設けられた増厚部２０と、補強材３０と、を備え、Ｈ型鋼からなる一対の桁材３により支持されている。 FIG. 1 is a vertical sectional view showing a reinforcing structure 2 of a floor slab 1 of a road bridge according to this embodiment. FIG. 2 is an enlarged view of the vicinity of the reinforcing material 30 of the floor slab 1.
As shown in both figures, a floor slab 1 of a road bridge includes a floor slab body 10, a thickened portion 20 provided under the floor slab body 10, and a reinforcing member 30, and is a pair of H-shaped steel. The spar 3 is supported.

床版本体１０は、板状の普通コンクリート部１２と、床版上側鉄筋１３と、床版下側鉄筋１４と、配力筋１５と、から構成されている。   The floor slab main body 10 is composed of a plate-shaped ordinary concrete portion 12, a floor slab upper rebar 13, a floor slab lower rebar 14, and a distribution bar 15.

床版上側鉄筋１３と配力筋１５及び床版下側鉄筋１４と配力筋１５は、それぞれ普通コンクリート部１２の上面近傍及び下面近傍に平面視格子状に配置されている。   The floor slab upper reinforcing bar 13 and the distributing bar 15 and the floor slab lower reinforcing bar 14 and the distributing bar 15 are arranged in a lattice pattern in plan view in the vicinity of the upper surface and the lower surface of the ordinary concrete portion 12, respectively.

増厚部２０は、吹き付けコンクリート部２１と、補強鉄筋２２とから構成されている。
吹き付けコンクリート部２１は、通常のコンクリートに比べて耐久性の高いポリマーセメントモルタルからなる。
補強鉄筋２２は、吹き付けコンクリート部２１内の適宜な被りを有する位置に平面視格子状に配置されている。 The thickened portion 20 includes a sprayed concrete portion 21 and a reinforcing reinforcing bar 22.
The shotcrete portion 21 is made of polymer cement mortar having higher durability than ordinary concrete.
The reinforcing reinforcing bars 22 are arranged in a lattice shape in a plan view at a position having an appropriate covering in the shot concrete part 21.

補強材３０は、吹き付けコンクリート部２１の下端面から床版上側鉄筋１３のすぐ下まで略鉛直に複数設置されている。本実施形態では、補強材３０として六角ボルトを用いたが、これに限定されるものではなく、アンカーボルト、鉄筋の両端をフック状に折り返したもの、寸切りボルトにナットを固定させたもの等を用いてもよい。   A plurality of reinforcing members 30 are installed substantially vertically from the lower end surface of the shotcrete part 21 to just below the floor slab upper rebar 13. In the present embodiment, hexagonal bolts are used as the reinforcing member 30, but the present invention is not limited to this. May be used.

補強材３０は、増厚部２０を貫通して床版本体１０に形成された孔１６内に設置され、周囲を速硬性充填剤１７で覆われている。この速硬性充填剤１７が補強材３０の周囲に密着しているため、補強材３０は、床版本体１０及び増厚部２０に強固に定着しており、抜けにくい。   The reinforcing material 30 passes through the thickened portion 20 and is installed in the hole 16 formed in the floor slab body 10, and the periphery is covered with the fast-hardening filler 17. Since the quick-hardening filler 17 is in close contact with the periphery of the reinforcing material 30, the reinforcing material 30 is firmly fixed to the floor slab body 10 and the thickened portion 20, and is difficult to come off.

補強材３０を設置するための孔１６は、床版１の下方側から上方へ向かって削孔することにより形成される。
孔１６は、床版上側鉄筋１３、床版下側鉄筋１４、配力筋１５及び補強鉄筋２２を傷つけないように、これらの鉄筋間に形成される。したがって、孔１６の位置は、既設の鉄筋１３、１４、１５、２２の位置によって適宜、決定される。 The hole 16 for installing the reinforcing member 30 is formed by drilling upward from the lower side of the floor slab 1.
The hole 16 is formed between these reinforcing bars so as not to damage the floor slab upper reinforcing bar 13, the floor slab lower reinforcing bar 14, the distribution reinforcing bar 15, and the reinforcing reinforcing bar 22. Therefore, the position of the hole 16 is appropriately determined depending on the positions of the existing reinforcing bars 13, 14, 15, and 22.

また、設置される補強材３０の数が多くなると、せん断耐力も増加するが、削孔できる位置や削孔の手間等を考慮して所望のせん断耐力を確保できるように、補強材３０の数が決定される。   Further, as the number of the reinforcing members 30 to be installed increases, the shear strength increases. However, the number of the reinforcing materials 30 can be ensured so that a desired shear strength can be ensured in consideration of the position where the hole can be drilled and the labor of the drilling hole. Is determined.

補強材３０は、孔１６に速硬性充填剤１７を充填した後、この速硬性充填剤１７中に挿入される。本実施形態では、速硬性充填剤１７としてエポキシ樹脂を用いたが、これに限定されるものではなく、その他の樹脂系やセメント系等を用いてもよい。要は、施工時は流動性を有し、所定の時間が経過したら硬化して所定の強度を発現するものであればよい。   The reinforcing material 30 is inserted into the fast-hardening filler 17 after filling the hole 16 with the quick-hardening filler 17. In the present embodiment, an epoxy resin is used as the fast-curing filler 17, but the present invention is not limited to this, and other resin systems, cement systems, and the like may be used. In short, any material may be used as long as it has fluidity at the time of construction and cures to exhibit a predetermined strength after a predetermined time has elapsed.

上述したように、補強材３０が吹き付けコンクリート部２１の下端面から床版本体１０の床版上側鉄筋１３まで略鉛直に設置される構成とすることで、床版１のせん断耐力を向上できることを載荷試験及びこの載荷試験についての解析により確認した。以下に、その載荷試験及び解析の方法について説明する。   As described above, the configuration in which the reinforcing member 30 is installed substantially vertically from the lower end surface of the sprayed concrete portion 21 to the floor slab upper rebar 13 of the floor slab body 10 can improve the shear strength of the floor slab 1. This was confirmed by a loading test and an analysis of this loading test. The loading test and analysis method will be described below.

−−−載荷試験及び解析について−−−
図３は、床版１を模擬した各試験体４２を構成する部位、部材等を示す図である。
本図に示すように、補強材３０の長さ及び数の異なる複数の試験体４２〜４５を作製し、各試験体４２〜４５について載荷試験を実施するとともに、この載荷試験についての解析を行った。
載荷試験及び解析では、補強材３０としてアンカーボルト３１、３２を用いた。詳細は後述するが、増厚部４１の下端面から床版下側鉄筋１４付近に設置したアンカーボルト３１を図３中では「短」と表示し、増厚部２０の下端面から床版上側鉄筋１３のすぐ下に設置したアンカーボルト３２を図３中では「長」と表示した。
なお、試験体４２、４３は、発明が解決しようとする課題の欄で記載した載荷試験及び解析に用いた試験体であり、比較検討のために記載した。 --- About loading test and analysis ---
FIG. 3 is a diagram showing the parts, members, and the like constituting each test body 42 simulating the floor slab 1.
As shown in this figure, a plurality of test bodies 42 to 45 having different lengths and numbers of the reinforcing members 30 are produced, and a loading test is performed on each of the test bodies 42 to 45, and an analysis of the loading test is performed. It was.
In the loading test and analysis, anchor bolts 31 and 32 were used as the reinforcing material 30. Although details will be described later, the anchor bolt 31 installed in the vicinity of the floor slab lower rebar 14 from the lower end surface of the thickened portion 41 is displayed as “short” in FIG. The anchor bolt 32 installed just below the reinforcing bar 13 is indicated as “long” in FIG. 3.
In addition, the test bodies 42 and 43 are the test bodies used for the loading test and analysis described in the column of the problem to be solved by the invention, and are described for comparison.

次に、各試験体４２〜４５について詳細に説明する。   Next, each test body 42 to 45 will be described in detail.

図４は、試験体４２の側断面図である。
本図に示すように、試験体４２は、床版本体１０のみから構成されている。この床版本体１０は、所定の強度を有する普通コンクリート部１２と、普通コンクリート部１２の上下面の近傍にそれぞれ格子状に埋設された床版上側鉄筋１３、床版下側鉄筋１４と、上下面の近傍に床版上側鉄筋１３又は床版下側鉄筋１４と直交するように埋設された配力筋１５と、を備えている。 FIG. 4 is a side sectional view of the test body 42.
As shown in the figure, the test body 42 is composed only of the floor slab body 10. The floor slab body 10 includes a normal concrete portion 12 having a predetermined strength, a floor slab upper rebar 13 and a floor slab lower rebar 14 embedded in a lattice pattern in the vicinity of the upper and lower surfaces of the normal concrete portion 12, Near the lower surface, there is provided a distribution bar 15 embedded so as to be orthogonal to the floor slab upper rebar 13 or the floor slab lower rebar 14.

図５は、試験体４３の側断面図である。
本図に示すように、試験体４３は、床版本体１０と、増厚部４１と、アンカーボルト３１、とから構成されている。
増厚部４１は、床版本体１０の下面に打設された補強鉄筋２２と、この補強鉄筋２２を覆うように吹き付けられた吹き付けコンクリート部２１と、を備えている。
アンカーボルト３１は、増厚部４１の下方から上方へ向かって打設され、増厚部４１の下端面を貫通して床版下側鉄筋１４付近まで略鉛直に設置されている。このアンカーボルト３１は、補強鉄筋２２及び吹き付けコンクリート部２１を床版本体１０に固定するための固定手段として用いられている。なお、本実施形態では、アンカーボルト３１を図５の左右方向に４列となるように設置した。 FIG. 5 is a side sectional view of the test body 43.
As shown in the figure, the test body 43 is composed of a floor slab body 10, a thickened portion 41, and anchor bolts 31.
The thickened portion 41 includes a reinforcing reinforcing bar 22 placed on the lower surface of the floor slab body 10 and a sprayed concrete portion 21 sprayed so as to cover the reinforcing reinforcing bar 22.
The anchor bolt 31 is driven from the lower side of the thickened portion 41 toward the upper side, passes through the lower end surface of the thickened portion 41 and is installed substantially vertically up to the vicinity of the floor slab lower rebar 14. The anchor bolt 31 is used as a fixing means for fixing the reinforcing steel bar 22 and the sprayed concrete portion 21 to the floor slab body 10. In this embodiment, the anchor bolts 31 are installed in four rows in the left-right direction in FIG.

図６は、試験体４４の側断面図である。
本図に示すように、試験体４４は、床版本体１０と、増厚部２０と、アンカーボルト３２、とから構成されている。
増厚部２０は、吹き付けコンクリート部２１と、この吹き付けコンクリート部２１内に設置された補強鉄筋２２と、を備えている。
補強鉄筋２２は、増厚部２０の上面より下方へ５ｍｍの位置に埋設されている。
アンカーボルト３２は、増厚部２０の下端面付近から床版上側鉄筋１３のすぐ下まで略鉛直に４列となるように設置されている。
また、アンカーボルト３２は、孔１６内に設置され、周囲を速硬性充填剤１７で覆われている。 FIG. 6 is a side sectional view of the test body 44.
As shown in the figure, the test body 44 includes the floor slab body 10, the thickened portion 20, and the anchor bolt 32.
The thickened portion 20 includes a shotcrete portion 21 and a reinforcing reinforcing bar 22 installed in the shotcrete portion 21.
The reinforcing steel bar 22 is embedded at a position 5 mm below the upper surface of the thickened portion 20.
The anchor bolts 32 are arranged so as to form four rows substantially vertically from the vicinity of the lower end surface of the thickened portion 20 to immediately below the floor slab upper rebar 13.
The anchor bolt 32 is installed in the hole 16, and the periphery is covered with the fast-hardening filler 17.

図７は、試験体４５の側断面図である。
本図に示すように、試験体４５は、試験体４４のアンカーボルト３２を７列に増やしたものである。 FIG. 7 is a side sectional view of the test body 45.
As shown in this figure, the test body 45 is obtained by increasing the anchor bolts 32 of the test body 44 in seven rows.

上述した構成からなる各試験体４２〜４５の中心軸に関して対称な２箇所に荷重を載荷する載荷試験について２次元有限要素法により解析した。このときの解析モデル及び解析条件をそれぞれ図８及び図９に示す。また、各試験体４２〜４５の曲げ耐力、せん断耐力及び最大荷重の解析結果、並びに載荷試験の試験結果（詳細は後述する）を図１２に示す。なお、図１２に記載している各試験体４２〜４５の荷重は、試験体４２の載荷試験結果の最大荷重の実測値を１．００として無次元化したものである。
なお、上述したように、試験体４３と試験体４４、４５とでは、補強鉄筋２２の設置位置及びアンカーボルト３１、３２の下端位置に違いがあるものの、載荷試験及び解析の結果に大きな影響を及ぼすものではないため、載荷試験及び解析により得られた結果をそのまま比較した。 A loading test in which a load was loaded at two positions symmetrical about the central axis of each of the test bodies 42 to 45 having the above-described configuration was analyzed by a two-dimensional finite element method. The analysis model and analysis conditions at this time are shown in FIGS. 8 and 9, respectively. Moreover, the bending proof stress of each test body 42-45, the shearing proof strength, the analysis result of a maximum load, and the test result (it mentions later for details) of a loading test are shown in FIG. In addition, the load of each test body 42-45 described in FIG. 12 is made dimensionless by setting the actual measurement value of the maximum load of the loading test result of the test body 42 to 1.00.
As described above, the test body 43 and the test bodies 44 and 45 have a great influence on the results of the loading test and analysis, although the installation positions of the reinforcing reinforcing bars 22 and the lower end positions of the anchor bolts 31 and 32 are different. The results obtained from the loading test and analysis were directly compared.

＜曲げ耐力について＞
図１２に示すように、各試験体４２〜４５の曲げ耐力予測値は、それぞれ１．０３、１．６０、１．６０、１．６０で、試験体４３〜４５の曲げ耐力予測値はすべて同じ値となった。
これらの結果より、増厚部４１及びアンカーボルト３１、３２を備えることにより曲げ耐力は大きく向上すると考えられる。また、アンカーボルト３１、３２の長さ及び数の違いによる曲げ耐力への影響は小さいと考えられる。
＜せん断耐力について＞
各試験体４２〜４５のせん断耐力予測値は、それぞれ０．８８、１．１３、１．３７、１．６７となった。
まず、試験体４２と試験体４３の結果を比較すると、増厚部４１を備えることによりせん断耐力は向上すると考えられる。
また、試験体４３と試験体４４の結果を比較すると、アンカーボルト３１、３２が長くなることによってせん断耐力は向上すると考えられる。
さらに、試験体４４と試験体４５の結果を比較すると、アンカーボルト３２が増えることによってせん断耐力は向上すると考えられる。
＜最大荷重について＞
各試験体４２〜４５の最大荷重値は、それぞれ０．９５、１．１３、１．３２、１．５９となった。
ここで、試験体４３、４４の最大荷重値は、それぞれのせん断耐力予測値とほぼ同じ値である。一方、試験体４５の最大荷重値は、曲げ耐力予測値とほぼ同じ値である。
まず、試験体４２と試験体４３の結果を比較すると、増厚部４１を備えることにより最大荷重は向上すると考えられる。
また、試験体４３と試験体４４の結果を比較すると、アンカーボルト３１、３２が長くなることによって最大荷重は向上すると考えられる。
さらに、試験体４４と試験体４５の結果を比較すると、アンカーボルト３２が増えることによって最大荷重は向上すると考えられる。
そして、試験体４３、４４の最大荷重値は、それぞれのせん断耐力予測値とほぼ同じ値なので、載荷試験において試験体４３、４４は、せん断破壊を生じると考えられる。一方、試験体４５の最大荷重値は、曲げ耐力予測値とほぼ同じ値なので、載荷試験において試験体４５は、曲げ破壊を生じると考えられる。 <About bending strength>
As shown in FIG. 12, the bending strength prediction values of the test bodies 42 to 45 are 1.03, 1.60, 1.60, and 1.60, respectively, and the bending strength prediction values of the test bodies 43 to 45 are all. It became the same value.
From these results, it is considered that the bending strength is greatly improved by providing the thickened portion 41 and the anchor bolts 31 and 32. Moreover, it is thought that the influence on bending strength by the difference in the length and number of anchor bolts 31 and 32 is small.
<About shear strength>
The predicted shear strength values of the test bodies 42 to 45 were 0.88, 1.13, 1.37, and 1.67, respectively.
First, when the results of the test body 42 and the test body 43 are compared, it is considered that the shear strength is improved by providing the thickened portion 41.
Moreover, when the results of the test body 43 and the test body 44 are compared, it is considered that the shear strength is improved as the anchor bolts 31 and 32 become longer.
Furthermore, when the results of the test body 44 and the test body 45 are compared, it is considered that the shear strength is improved by increasing the anchor bolt 32.
<About maximum load>
The maximum load values of the test bodies 42 to 45 were 0.95, 1.13, 1.32 and 1.59, respectively.
Here, the maximum load values of the test bodies 43 and 44 are substantially the same as the respective shear strength prediction values. On the other hand, the maximum load value of the test body 45 is almost the same value as the predicted bending strength.
First, when the results of the test body 42 and the test body 43 are compared, it is considered that the maximum load is improved by providing the thickened portion 41.
Further, when the results of the test body 43 and the test body 44 are compared, it is considered that the maximum load is improved as the anchor bolts 31 and 32 become longer.
Furthermore, when the results of the test body 44 and the test body 45 are compared, it is considered that the maximum load is improved by increasing the anchor bolt 32.
And since the maximum load value of the test bodies 43 and 44 is a value substantially the same as each shear strength prediction value, it is thought that the test bodies 43 and 44 produce a shear failure in a loading test. On the other hand, since the maximum load value of the test body 45 is substantially the same value as the predicted bending strength value, it is considered that the test body 45 is subjected to bending failure in the loading test.

また、解析と並行して、図１０に示すように、各試験体４２〜４５に荷重を実際に載荷して、最大荷重値を測定した。   In parallel with the analysis, as shown in FIG. 10, a load was actually loaded on each of the test bodies 42 to 45, and the maximum load value was measured.

図１１は、各試験体４２〜４５に載荷した荷重と変位との関係を示す図である。なお、図１１に記載している各試験体４２〜４５の変位は、試験体４２における載荷試験結果の最大荷重値の時の変位を１．００として無次元化したものであり、荷重も図１２と同様に、試験体４２の載荷試験結果の最大荷重の実測値を１．００として無次元化したものである。
＜試験体４２、４３について＞
図１１に示すように、両試験体４２、４３の荷重−変位曲線は共に、最大荷重を受けた後、急激に右下がりとなるせん断破壊による形態を示している。
さらに、図１２に示すように、試験体４２、４３の最大荷重の実測値１．００、１．０８は、それぞれのせん断耐力予測値０．８８、１．１３と概ね一致している。
これらの結果より、両試験体４２、４３は、せん断破壊によって終局状態となったことがわかる。また、試験体４３は、試験体４２よりも曲げ耐力は向上したもののせん断耐力はあまり向上せず、曲げ破壊よりも先にせん断破壊を生じたと考えられる。
したがって、発明が解決しようとする課題の欄に記載したように、試験体４３が増厚部２０による曲げ補強の効果を得るためには、せん断耐力を向上させることが必要であることがわかる。
＜試験体４４について＞
図１１に示すように、試験体４４の荷重−変位曲線は、最大荷重を受けた後、急激に右下がりとなるせん断破壊による形態を示している。
さらに、図１２に示すように、試験体４４の最大荷重の実測値１．２２は、せん断耐力予測値１．３７と概ね一致している。
これらの結果より、試験体４４には、せん断破壊によって終局状態となったことがわかる。また、試験体４４は、長いアンカーボルト３２が設置されていることで、試験体４３よりもせん断耐力が向上したものの、試験体４４が増厚部２０による曲げ補強の効果を得るためには、更にせん断耐力を向上させることが必要であることがわかる。
＜試験体４５について＞
図１１に示すように、試験体４５の荷重−変位曲線は、最大荷重を受けた後に右下がりとなるが、再び増加し、その直後から、ゆるやかな右下がりとなっている。
さらに、図１２に示すように、試験体４５の最大荷重の実測値１．６８は、曲げ耐力予測値１．６０及びせん断耐力予測値１．６７の両方とほぼ同程度の値を示している。
これらの結果より、試験体４５は、せん断破壊と曲げ破壊とがほとんど同時に生じたと考えられる。したがって、試験体４５は、そのせん断耐力が向上したことにより、増厚部２０による曲げ補強の効果を充分に得たことがわかる。 FIG. 11 is a diagram showing the relationship between the load loaded on each of the test bodies 42 to 45 and the displacement. In addition, the displacement of each test body 42-45 described in FIG. 11 is made dimensionless by setting the displacement at the time of the maximum load value of the loading test result in the test body 42 to 1.00. As in FIG. 12, the actual measurement value of the maximum load of the loading test result of the test body 42 is set to 1.00 and is made dimensionless.
<About Specimens 42 and 43>
As shown in FIG. 11, the load-displacement curves of both test bodies 42 and 43 both show a form due to shear fracture that suddenly drops to the right after receiving the maximum load.
Furthermore, as shown in FIG. 12, the actual measured values 1.00 and 1.08 of the maximum loads of the test bodies 42 and 43 substantially coincide with the predicted shear strength values 0.88 and 1.13, respectively.
From these results, it can be seen that both specimens 42 and 43 were brought into a final state by shear fracture. Moreover, although the test body 43 improved the bending proof strength compared with the test body 42, the shear proof strength did not improve so much, and it is thought that the shear rupture occurred before the bending rupture.
Therefore, as described in the column of the problem to be solved by the invention, it is understood that in order for the test body 43 to obtain the effect of bending reinforcement by the thickened portion 20, it is necessary to improve the shear strength.
<About Specimen 44>
As shown in FIG. 11, the load-displacement curve of the test body 44 shows a form due to shear fracture that suddenly falls to the right after receiving the maximum load.
Further, as shown in FIG. 12, the actual measurement value 1.22 of the maximum load of the test body 44 substantially coincides with the predicted shear strength value 1.37.
From these results, it can be seen that the specimen 44 was brought into a final state by shear fracture. Moreover, although the test body 44 has the shear strength improved more than the test body 43 by installing the long anchor bolt 32, in order for the test body 44 to obtain the effect of bending reinforcement by the thickened portion 20, It can also be seen that it is necessary to improve the shear strength.
<About Specimen 45>
As shown in FIG. 11, the load-displacement curve of the test body 45 decreases to the right after receiving the maximum load, but increases again, and then gradually decreases to the right.
Furthermore, as shown in FIG. 12, the actual measurement value 1.68 of the maximum load of the test body 45 is almost the same value as both the bending strength prediction value 1.60 and the shear strength prediction value 1.67. .
From these results, it is considered that in the test body 45, shear fracture and bending fracture occurred almost simultaneously. Therefore, it can be seen that the test body 45 sufficiently obtained the effect of bending reinforcement by the thickened portion 20 due to the improved shear strength.

上述した解析及び載荷試験の結果より、アンカーボルト３２を増厚部２０の下端面から床版上側鉄筋１３付近まで設置することにより、従来の増厚部２０の下端面から床版下側鉄筋１４付近まで設置した場合よりも、せん断耐力が向上することがわかる。
また、アンカーボルト３２の数を増やすことにより、さらに、せん断耐力が向上することがわかる。 From the results of the analysis and loading test described above, by installing the anchor bolt 32 from the lower end surface of the thickened portion 20 to the vicinity of the floor slab upper rebar 13, the floor slab lower rebar 14 from the lower end surface of the conventional thickened portion 20 is installed. It can be seen that the shear strength is improved as compared with the case where it is installed up to the vicinity.
It can also be seen that the shear strength is further improved by increasing the number of anchor bolts 32.

＜まとめ＞
以上の解析及び載荷試験の結果からわかるように、本実施形態に係る床版１は、補強材３０が増厚部２０の下端面から床版本体１０の床版上側鉄筋１３付近まで設置されることで、せん断耐力を向上させることができる。従来は、床版１に増厚部２０を設けても曲げ耐力のみが向上して、せん断耐力の向上が小さかったため、曲げ耐力よりもはるかに小さい載荷荷重によってせん断破壊を生じていたが、本実施形態では、床版上側鉄筋１３付近まで補強材３０を設置することにより、せん断耐力が大幅に向上して床版１に曲げ荷重が作用した際にせん断破壊が生じ難くなるので、曲げ強度を向上させることができる。 <Summary>
As can be seen from the results of the above analysis and loading test, in the floor slab 1 according to the present embodiment, the reinforcing material 30 is installed from the lower end surface of the thickened portion 20 to the vicinity of the floor slab upper rebar 13 of the floor slab body 10. As a result, the shear strength can be improved. Conventionally, even if the thickened portion 20 is provided on the floor slab 1, only the bending strength is improved, and the improvement of the shear strength is small. Therefore, the shear failure is caused by the loading load much smaller than the bending strength. In the embodiment, by installing the reinforcing material 30 up to the vicinity of the floor slab upper rebar 13, the shear strength is greatly improved, and when a bending load is applied to the floor slab 1, it is difficult for shear fracture to occur. Can be improved.

なお、本実施形態においては、補強材３０は、増厚部２０の下面から床版上側鉄筋１３付近まで設置されているが、この長さに限定されるものではなく、所望のせん断耐力を得られればよく、例えば、図１３（ａ）に示すように、上端が普通コンクリート部１２の中央部付近に存在したり、図１３（ｂ）に示すように、床版上側鉄筋１３よりも上方に存在したり、図１３（ｃ）に示すように、普通コンクリート部１２を貫通させてその先端にナット３３を固定したりしてもよい。要は、床版１が予め設計等により決定された所望のせん断耐力を有することができる長さであればよい。   In the present embodiment, the reinforcing member 30 is installed from the lower surface of the thickened portion 20 to the vicinity of the floor slab upper rebar 13, but is not limited to this length, and obtains a desired shear strength. For example, as shown in FIG. 13 (a), the upper end exists near the center of the ordinary concrete portion 12, or as shown in FIG. Alternatively, as shown in FIG. 13 (c), the ordinary concrete portion 12 may be penetrated and a nut 33 may be fixed to the tip thereof. The point is that the floor slab 1 may be of a length that can have a desired shear strength determined in advance by design or the like.

なお、本実施形態では、床版１及び増厚部２０に孔１６を形成してこの孔１６内に補強材３０を挿入した場合について説明したが、この方法に限定されるものではなく、増厚部２０の下面に打設して設置してもよい。かかる場合には、補強材３０を設置する時間を大幅に短縮することができる。   In the present embodiment, the case where the hole 16 is formed in the floor slab 1 and the thickened portion 20 and the reinforcing member 30 is inserted into the hole 16 has been described. However, the present invention is not limited to this method. You may drive and install in the lower surface of the thick part 20. FIG. In such a case, the time for installing the reinforcing member 30 can be greatly shortened.

なお、本実施形態においては、増厚部２０を備えた床版１に補強材３０を設置した場合について説明したが、床版１のみの場合にも適用可能である。具体的には、図１４に示すように、補強材３０が床版１の下端面から床版上側鉄筋１３付近まで略鉛直に設置されていてもよい。   In addition, in this embodiment, although the case where the reinforcing material 30 was installed in the floor slab 1 provided with the thickening part 20 was demonstrated, it is applicable also when only the floor slab 1 is provided. Specifically, as shown in FIG. 14, the reinforcing member 30 may be installed substantially vertically from the lower end surface of the floor slab 1 to the vicinity of the floor slab upper rebar 13.

なお、本実施形態においては、既設の床版１への適用例について説明したが、これに限定されるものではなく、新設時の床版１にも適用できることはいうまでもない。かかる場合には、床版上側鉄筋１３や配力筋１５等を設置する際に補強材３０も設置すればよい。   In addition, in this embodiment, although the application example to the existing floor slab 1 was demonstrated, it is not limited to this, and it cannot be overemphasized that it can apply also to the floor slab 1 at the time of new installation. In such a case, the reinforcing material 30 may be installed when the floor slab upper reinforcing bars 13 and the distribution bars 15 are installed.

１ 床版
２ 補強構造
３ 桁材
１０ 床版本体
１２ 普通コンクリート部
１３ 床版上側鉄筋
１４ 床版下側鉄筋
１５ 配力筋
１６ 孔
１７ 速硬性充填剤
２０ 増厚部
２１ 吹き付けコンクリート部
２２ 補強鉄筋
３０ 補強材
３１ アンカーボルト（短）
３２ アンカーボルト（長）
３３ ナット
４１ 増厚部
４２ 試験体
４３ 試験体
４４ 試験体
４５ 試験体 DESCRIPTION OF SYMBOLS 1 Floor slab 2 Reinforcement structure 3 Girder material 10 Floor slab body 12 Normal concrete part 13 Floor slab upper rebar 14 Floor slab lower rebar 15 Distribution bar 16 Hole 17 Fast-hardening filler 20 Thickening part 21 Sprayed concrete part 22 Reinforcement reinforcing bar 30 Reinforcing material 31 Anchor bolt (short)
32 Anchor bolt (long)
33 Nut 41 Thickened part 42 Test body 43 Test body 44 Test body 45 Test body

Claims (7)

上面近傍及び下面近傍に鉄筋が埋設された床版の補強性能向上方法であって、
前記床版の下面側に増厚部を設け、前記増厚部を貫通して、反対側の面へ向けてせん断補強の効果が得られる長さの補強材を前記増厚部の下面側から前記床版内に設置することを特徴とする床版の補強性能向上方法。 A method for improving the reinforcing performance of a floor slab in which reinforcing bars are embedded near the upper surface and the lower surface,
The provided thickened portions under side of the deck, through the increase thickness portion, opposite the lower surface side of the up thick section reinforcements length of the effect of shear reinforcement toward the surface is obtained of The method for improving the reinforcing performance of a floor slab, characterized by being installed in the floor slab. 前記補強材は、六角ボルト又はアンカーボルトであり、
前記六角ボルト又はアンカーボルトをその頭部が前記増厚部の下面に当接し、その先端が前記反対側の面の鉄筋近傍に達するように設置することを特徴とする請求項１に記載の床版の補強性能向上方法。 The reinforcing material is a hexagon bolt or an anchor bolt,
2. The floor according to claim 1, wherein the hexagon bolt or the anchor bolt is installed such that a head thereof abuts a lower surface of the thickened portion and a tip thereof reaches a vicinity of a reinforcing bar on the opposite surface. A method for improving the reinforcement performance of plates. 前記床版の下面に孔を形成し、当該孔に速硬性充填剤を充填した後、前記孔内に前記補強材を挿入することを特徴とする請求項１又は２に記載の床版の補強性能向上方法。 The reinforcement of a floor slab according to claim 1 or 2, wherein a hole is formed in a lower surface of the floor slab, and the reinforcing material is inserted into the hole after the hole is filled with a fast-hardening filler. Performance improvement method. 前記補強材を前記下面から打設することを特徴とする請求項１又は２に記載の床版の補強性能向上方法。 Reinforcing performance improvement methods of the floor plate according to claim 1 or 2, characterized in that pouring of the reinforcing member before Symbol underside. 上面近傍及び下面近傍に鉄筋が埋設された床版の補強性能向上構造であって、
前記床版の下面側に増厚部が設けられ、
前記増厚部を貫通して前記床版の下面側から反対側の面へ向けて設置され、せん断補強の効果が得られる長さの補強材を前記床版内に備えることを特徴とする床版の補強性能向上構造。 Reinforcement performance improvement structure of the floor slab with reinforcing bars embedded near the upper surface and the lower surface,
Thickening section are provided on the lower surface side of the floor slab,
Through the increase of thickness portion is disposed toward the opposite side surface from the bottom surface side of the slab, characterized in that it comprises a reinforcement effect is obtained the length of the shear reinforcement in the floor slab Floor slab reinforcement performance improving structure. 前記補強材は、その先端が前記反対側の面の鉄筋近傍に達するように設置されていることを特徴とする請求項５に記載の床版の補強性能向上構造。   6. The reinforcing structure for reinforcing a floor slab according to claim 5, wherein the reinforcing material is installed so that a tip of the reinforcing material reaches a vicinity of a reinforcing bar on the opposite surface. 前記補強材は、前記床版に形成された孔内に設置されており、その周囲は速硬性充填剤で充填されていることを特徴とする請求項５又は６に記載の床版の補強性能向上構造。   The reinforcing performance of the floor slab according to claim 5 or 6, wherein the reinforcing material is installed in a hole formed in the floor slab, and the periphery thereof is filled with a fast-hardening filler. Improved structure.
JP2010170792A 2010-07-29 2010-07-29 Method for improving reinforcement performance of floor slab and structure for improving reinforcement performance Expired - Fee Related JP5664000B2 (en)

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