JP6044105B2 - Construction method of concrete structure - Google Patents
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Description
本発明は、コンクリート構造物の構築方法に関する。 The present invention relates to a building how the concrete structure.
長大のコンクリート構造物の構築方法として、コンクリートの乾燥収縮によるひび割れを低減する目的で、初期段階ではコンクリート構造物の長手方向の一部にコンクリートを打設しない収縮帯を設け、該収縮帯の両側のコンクリート構造物をある期間存置して打設したコンクリートの乾燥収縮を進行させた後に、収縮帯にコンクリートやモルタル等の充填材を充填する方法が知られている（例えば、特許文献１、非特許文献１〜３参照）。 As a method for constructing a long concrete structure, in order to reduce cracking due to drying shrinkage of the concrete, at the initial stage, a shrinkage band that does not cast concrete is provided in a part of the longitudinal direction of the concrete structure, and both sides of the shrinkage band There is known a method of filling a shrinkage zone with a filler such as concrete or mortar after a concrete shrinkage of concrete placed for a certain period of time is allowed to proceed with drying shrinkage (for example, Patent Document 1, Non-Patent Document 1). Patent Literatures 1 to 3).
上記方法では、収縮帯の両側のコンクリート構造物を存置した後、収縮帯にコンクリート等の充填材を充填するための型枠や支保工の設置作業が階下の天井付近で発生し、さらに、充填材の強度が発現した後には、型枠の脱型作業も発生する。また、収縮帯付近では、型枠や支保工が設置されていることにより、天井配管等の設備工事や仕上げ工事を進めることができず、施工の効率化に問題があった。 In the above method, after placing the concrete structures on both sides of the shrinkage zone, installation work of the formwork and support for filling the shrinkage zone with fillers such as concrete occurs near the ceiling below the floor, and After the strength of the material is developed, the work for removing the mold is also required. Also, in the vicinity of the shrinkage zone, because the formwork and support work are installed, it is not possible to proceed with the installation work and finishing work such as ceiling piping, and there is a problem in the efficiency of the work.
本発明は、上記事情に鑑みてなされたものであり、コンクリートの収縮によりコンクリート構造物に生じるひび割れを低減すると共に、施工の効率を向上させることを課題とするものである。 This invention is made | formed in view of the said situation, and makes it a subject to improve the efficiency of construction while reducing the crack which arises in a concrete structure by shrinkage | contraction of concrete.
上記課題を解決するために、本発明に係るコンクリート構造物の構築方法は、第１のコンクリート部材と第２のコンクリート部材とを接続してなるコンクリート構造物の構築方法であって、前記第１のコンクリート部材及び前記第２のコンクリート部材のコンクリートを打設し、前記第１及び第２のコンクリート部材のうち一方のコンクリート部材に、前記第１及び第２のコンクリート部材のうち他方のコンクリート部材に向けて突出する凸部を設け、前記他方のコンクリート部材の一端を、当該他方のコンクリート部材の端面と前記一方のコンクリート部材との間にスリットが形成されるように前記凸部に載せ、その際、前記一方のコンクリート部材及び前記他方のコンクリート部材のそれぞれに、前記スリット内へ突出する鉄筋を、両鉄筋の先端部が前記スリット内において長さ方向に互いに重なるように設けておき、前記コンクリートを打設して所定期間経過してから、前記スリットに充填材を充填する。 In order to solve the above-mentioned problems, a concrete structure construction method according to the present invention is a concrete structure construction method in which a first concrete member and a second concrete member are connected to each other. The concrete member and the concrete of the second concrete member are placed, and one concrete member of the first and second concrete members is placed on the other concrete member of the first and second concrete members. the protrusion protruding toward provided, one end of the other concrete member, placed on the convex portion so as slits are formed between the end face and the one concrete element of the other concrete element, the At the time, the reinforcing bars protruding into the slits are provided on both the one concrete member and the other concrete member. Tip of may be provided so as to overlap each other in the longitudinal direction within the slit, after lapse of a predetermined time period by Da設the concrete is filled with a filler before Symbol slit.
前記コンクリート構造物の構築方法において、前記凸部と前記第１及び第２のコンクリート部材の他方との付着を切ってもよい。 In the construction method of the concrete structure, adhesion between the convex portion and the other of the first and second concrete members may be cut off.
前記コンクリート構造物の構築方法において、前記スリットを梁とスラブとに跨るように形成し、前記梁を載せる前記凸部と前記スラブを載せる前記凸部とを、これらの境界に隙間ができないように構成してもよい。 In the method for constructing the concrete structure, the slit is formed so as to straddle the beam and the slab, and the convex portion on which the beam is placed and the convex portion on which the slab is placed are formed so that there is no gap at the boundary between them. It may be configured.
本発明によれば、コンクリートの収縮によりコンクリート構造物に生じるひび割れを低減すると共に、施工の効率を向上させることができる。 ADVANTAGE OF THE INVENTION According to this invention, while reducing the crack which arises in a concrete structure by shrinkage | contraction of concrete, the efficiency of construction can be improved.
以下、本発明の一実施形態を、図面を参照しながら説明する。図１は、一実施形態に係る鉄筋コンクリート（ＲＣ）構造物１０を示す立断面図である。この図に示すように、ＲＣ構造物１０は、長辺が短辺に比して長い長大のＲＣ純ラーメン架構であり、ＲＣ構造物１０の長手方向中央部には、ＲＣ構造物１０の幅方向（図中奥行き方向）に延びるスリットＳが形成されている。 Hereinafter, an embodiment of the present invention will be described with reference to the drawings. FIG. 1 is an elevational sectional view showing a reinforced concrete (RC) structure 10 according to an embodiment. As shown in this figure, the RC structure 10 is a long and large RC pure ramen frame whose long side is longer than the short side, and the width of the RC structure 10 is at the center in the longitudinal direction of the RC structure 10. A slit S extending in the direction (depth direction in the figure) is formed.
図２は、ＲＣ構造物１０の所定階の長手方向中央部を示す平面図であり、図３は、図２の３−３断面図であり、図４は、図２の４−４断面図であり、図５は、図２の５−５断面図である。これらの図に示すように、ＲＣ構造物１０の長手方向中央部では、スラブ１２やＲＣ構造物１０の長手方向に延びる大梁１４にスリットＳが形成されている。このスリットＳの幅は、５００ｍｍ〜１０００ｍｍ程度（例えば、７００ｍｍや８００ｍｍ）であり、スリットＳには、無収縮モルタルＭが充填されている。 2 is a plan view showing a central portion in the longitudinal direction of a predetermined floor of the RC structure 10, FIG. 3 is a cross-sectional view taken along the line 3-3 in FIG. 2, and FIG. FIG. 5 is a sectional view taken along line 5-5 of FIG. As shown in these drawings, a slit S is formed in the central portion in the longitudinal direction of the RC structure 10 in the slab 12 and the large beam 14 extending in the longitudinal direction of the RC structure 10. The width of the slit S is about 500 mm to 1000 mm (for example, 700 mm or 800 mm), and the slit S is filled with non-shrink mortar M.
図２に示すように、スリットＳは、大梁１４の長手方向一端と柱１６との間を通るように形成されている。柱１６には、大梁１４の反対方向に延びる大梁１５や大梁１４、１５と直交する方向に延びる大梁１７が結合されている。また、スリットＳは、スラブ１２の一端と大梁１７との間を通るように形成されている。 As shown in FIG. 2, the slit S is formed so as to pass between one end in the longitudinal direction of the large beam 14 and the column 16. A large beam 15 extending in a direction opposite to the large beam 14 and a large beam 17 extending in a direction orthogonal to the large beams 14 and 15 are coupled to the column 16. The slit S is formed so as to pass between one end of the slab 12 and the large beam 17.
図３及び図５に示すように、柱１６には、大梁１４の一端が載せられるあご２０が設けられている。あご２０の縦幅は、大梁１５の梁せいの１／２程度に設定され、あご２０の長さは、スリットＳの幅よりも大きい長さに設定されている。また、大梁１４の一端の下部には、柱１６の反対側へ凹んだ段差部１４Ａが形成されており、この段差部１４Ａの下面とあご２０の先端の上面とが当接している。ここで、あご２０の上面は、金ごてで押さえて仕上げられており、大梁１４の段差部１４Ａの下面との付着は切られている。 As shown in FIGS. 3 and 5, the pillar 16 is provided with a jaw 20 on which one end of the large beam 14 is placed. The vertical width of the jaw 20 is set to about ½ of the length of the beam of the large beam 15, and the length of the jaw 20 is set to be longer than the width of the slit S. Further, a stepped portion 14A that is recessed toward the opposite side of the column 16 is formed at the lower portion of one end of the large beam 14, and the lower surface of the stepped portion 14A and the upper surface of the tip of the jaw 20 are in contact with each other. Here, the upper surface of the jaw 20 is finished by pressing with a gold iron, and the adhesion with the lower surface of the step portion 14A of the large beam 14 is cut.
あご２０の上端及び下端には鉄筋２１、２２が配筋されており、あご２０は、大梁１４を支持するのに充分な強度を有している。上側の鉄筋２１は、柱１６とあご２０とに跨って延びるように配筋され、下側の鉄筋２２は、大梁１５の下端に配筋された梁主筋であり、あご２０の先端まで延びている。 Reinforcing bars 21 and 22 are arranged at the upper and lower ends of the jaw 20, and the jaw 20 has sufficient strength to support the large beam 14. The upper reinforcing bar 21 is arranged to extend over the column 16 and the jaw 20, and the lower reinforcing bar 22 is a beam main reinforcing bar arranged at the lower end of the large beam 15 and extends to the tip of the jaw 20. Yes.
ここで、あご２０の上面によりスリットＳの下側が塞がれており、あご２０の上面と大梁１４の一端面と柱１６の側面とにより形成される凹部２３に無収縮モルタルＭが充填されている。また、無収縮モルタルＭにはフック付きのアンカー筋２４、２５やＵ型筋２６等の鉄筋が埋設されている。アンカー筋２４のフックの反対側は、柱１６に埋設され、アンカー筋２４のフック側が無収縮モルタルＭに埋設されている。また、アンカー筋２５のフックの反対側は、大梁１４の一端に埋設され、アンカー筋２５のフック側が無収縮モルタルＭに埋設されている。これにより、無収縮モルタルＭは、大梁１４及び柱１６と一体化されている。 Here, the lower side of the slit S is closed by the upper surface of the jaw 20, and the recess 23 formed by the upper surface of the jaw 20, one end surface of the large beam 14 and the side surface of the column 16 is filled with the non-shrink mortar M. Yes. Further, rebars such as anchor muscles 24 and 25 with hooks and U-shaped muscles 26 are embedded in the non-shrink mortar M. The opposite side of the hook of the anchor muscle 24 is embedded in the column 16, and the hook side of the anchor muscle 24 is embedded in the non-shrink mortar M. The opposite side of the anchor bar 25 to the hook is embedded in one end of the large beam 14, and the hook side of the anchor bar 25 is embedded in the non-shrink mortar M. Thereby, the non-shrink mortar M is integrated with the large beam 14 and the column 16.
図４及び図５に示すように、大梁１７には、スラブ１２の一端が載せられるあご３０が設けられている。あご３０は、大梁１７に沿って延びる板状の部材であり、その幅は、スリットＳの幅よりも大きく設定されており、スラブ１２の一端の下面とあご３０の先端の上面とが当接している。ここで、あご３０の上面は、金ごてで押さえて仕上げられており、スラブ１２の下面との付着は切られている。 As shown in FIGS. 4 and 5, the girder 17 is provided with a jaw 30 on which one end of the slab 12 is placed. The jaw 30 is a plate-like member extending along the large beam 17, and the width thereof is set larger than the width of the slit S, and the lower surface of one end of the slab 12 and the upper surface of the distal end of the jaw 30 are in contact with each other. ing. Here, the upper surface of the jaw 30 is finished by pressing with a gold iron, and the adhesion with the lower surface of the slab 12 is cut.
あご３０の上端及び下端にはその長手方向に沿って鉄筋３１、３２が配筋され、幅方向に沿って鉄筋３３、３４が配筋されており、あご３０は、スラブ１２を支持するのに充分な強度を有している。鉄筋３３、３４は、大梁１７とあご３０とに跨って延びるように配筋されている。 Reinforcing bars 31 and 32 are arranged along the longitudinal direction at the upper and lower ends of the jaw 30, and reinforcing bars 33 and 34 are arranged along the width direction. The jaw 30 supports the slab 12. It has sufficient strength. The reinforcing bars 33 and 34 are arranged so as to extend over the large beam 17 and the jaw 30.
ここで、あご３０の上面によりスリットＳの下側が塞がれており、あご３０の上面とスラブ１２の一端の側面と大梁１７の側面とにより形成される凹部３５に無収縮モルタルＭが充填されている。また、無収縮モルタルＭにはフック付きのアンカー筋３６、３７等の鉄筋が埋設されている。アンカー筋３６のフックの反対側は、大梁１７に埋設され、アンカー筋３６のフック側が無収縮モルタルＭに埋設されている。また、アンカー筋３７のフックの反対側は、スラブ１２の一端に埋設され、アンカー筋３７のフック側が無収縮モルタルＭに埋設されている。これにより、無収縮モルタルＭは、スラブ１２及び大梁１７と一体化されている。 Here, the lower side of the slit S is closed by the upper surface of the jaw 30, and a recess 35 formed by the upper surface of the jaw 30, the side surface of one end of the slab 12 and the side surface of the large beam 17 is filled with the non-shrink mortar M. ing. Further, reinforcing bars such as anchor bars 36 and 37 with hooks are embedded in the non-shrink mortar M. The opposite side of the anchor bar 36 to the hook is embedded in the large beam 17, and the hook side of the anchor bar 36 is embedded in the non-shrink mortar M. Further, the opposite side of the hook of the anchor bar 37 is embedded in one end of the slab 12, and the hook side of the anchor bar 37 is embedded in the non-shrink mortar M. Thereby, the non-shrink mortar M is integrated with the slab 12 and the large beam 17.
また、図５に示すように、あご２０の上面があご３０の下面より上側に位置し、あご２０の側面上端とあご３０の側面下端とが接合されていることにより、あご２０とあご３０との境界において凹部２３の底部に隙間ができないように構成されている。 Further, as shown in FIG. 5, the upper surface of the jaw 20 is positioned above the lower surface of the jaw 30, and the upper end of the side surface of the jaw 20 and the lower end of the side surface of the jaw 30 are joined together. It is constituted so that there is no gap at the bottom of the recess 23 at the boundary.
図６〜図１２は、ＲＣ構造物１０の施工手順を示す立断面図である。まず、図６及び図７に示すように、柱１６や大梁１７等を含むＲＣ構造物１０の長手方向一方側の躯体を、スラブ１２や大梁１４等を含むＲＣ構造物１０の長手方向他方側の躯体に先行して施工する。この際、柱１６にあご２０を設け、大梁１７にあご３０を設ける。ここで、あご２０、３０の上面を金ごてで抑えることにより仕上げる。また、アンカー筋２４をフックがあご２０の上に位置するように柱１６に設け、アンカー筋３６をフックがあご３０の上に位置するように大梁１７に設ける。 6 to 12 are vertical sectional views showing a construction procedure of the RC structure 10. First, as shown in FIG. 6 and FIG. 7, the casing on one side in the longitudinal direction of the RC structure 10 including the columns 16 and the large beams 17 is used as the other side in the longitudinal direction of the RC structure 10 including the slab 12 and the large beams 14 and the like. The construction will be done in advance of the frame. At this time, a jaw 20 is provided on the pillar 16 and a jaw 30 is provided on the girder 17. Here, the upper surfaces of the jaws 20 and 30 are finished by holding them with a gold iron. Further, the anchor bars 24 are provided on the pillars 16 so that the hooks are located on the jaws 20, and the anchor bars 36 are provided on the large beams 17 so that the hooks are located on the jaws 30.
次に、図８及び図９に示すように、スラブ１２や大梁１４等の長手方向他方側の躯体を施工する。この際、大梁１４の一端下部には段差部１４Ａを形成し、この段差部１４Ａにあご２０が嵌まって大梁１４の一端があご２０に載るように、大梁１４を施工する。また、スラブ１２の一端があご３０に載るように、スラブ１２を施工する。また、アンカー筋２５をフックがあご２０の上に位置するように大梁１４に設け、アンカー筋３７をフックがあご３０の上に位置するようにスラブ１２に設ける。ここで、大梁１４と柱１６との間、スラブ１２と大梁１７との間にスリットＳができるようにスラブ１２と大梁１４とを施工する。 Next, as shown in FIGS. 8 and 9, a frame on the other side in the longitudinal direction such as the slab 12 and the large beam 14 is constructed. At this time, a stepped portion 14A is formed at the lower end of one end of the large beam 14, and the large beam 14 is constructed so that the jaw 20 fits in the stepped portion 14A and one end of the large beam 14 rests on the jaw 20. Further, the slab 12 is constructed so that one end of the slab 12 is placed on the jaw 30. Further, the anchor bars 25 are provided on the large beam 14 so that the hooks are located on the jaws 20, and the anchor bars 37 are provided on the slab 12 so that the hooks are located on the jaws 30. Here, the slab 12 and the large beam 14 are constructed so that a slit S is formed between the large beam 14 and the column 16 and between the slab 12 and the large beam 17.
以上のようにして、ＲＣ構造物１０を、スリットＳを境として長手方向に構造的に分割されるように施工し、打設したコンクリートの収縮が収束するまで、施工したＲＣ構造物１０を存置する。ここで、施工したＲＣ構造物１０の存置期間は、乾燥収縮速度を考慮して、無収縮モルタルＭをスリットＳに充填して長手方向両側の躯体を一体化した後の最終的な収縮量が許容量を超えないように設定する。なお、乾燥収縮速度は、「鉄筋コンクリート造建築物の収縮ひび割れ対策マニュアル」（日本建築学会）や土木学会で定められているコンクリートの乾燥収縮比率の速度の式を参考にすればよい。 As described above, the RC structure 10 is constructed so as to be structurally divided in the longitudinal direction with the slit S as a boundary, and the constructed RC structure 10 is placed until the contraction of the placed concrete converges. To do. Here, the retention period of the constructed RC structure 10 is the final shrinkage amount after filling the non-shrink mortar M into the slit S and integrating the casings on both sides in the longitudinal direction in consideration of the drying shrinkage rate. Set so that the allowable amount is not exceeded. The drying shrinkage rate may be determined by referring to the formula for the rate of drying shrinkage ratio of concrete defined by the “Restriction Cracking Countermeasure Manual for Reinforced Concrete Buildings” (Architectural Institute of Japan) or the Japan Society of Civil Engineers.
そして、打設したコンクリートの収縮が収束した後、図１０及び図１１に示すように、スリットＳに無収縮モルタルＭを充填する。ここで、あご２０が、大梁１４と柱１６との間のスリットＳの下側を塞ぎ、あご３０が、スラブ１２と大梁１７との間のスリットＳの下側を塞いでいるため、無収縮モルタルＭを打設する際に、あご２０、３０を底型枠として利用することが可能である。 And after shrinkage | contraction of the placed concrete converges, as shown in FIG.10 and FIG.11, the non-shrinkable mortar M is filled into the slit S. FIG. Here, since the jaw 20 blocks the lower side of the slit S between the large beam 14 and the column 16 and the jaw 30 blocks the lower side of the slit S between the slab 12 and the large beam 17, no contraction occurs. When placing the mortar M, the jaws 20 and 30 can be used as the bottom mold.
図１２は、スリットＳを挟んだ両側の躯体の相対変位を計測するための変位計５０の設置例を示す図である。この図に示すように、変位計５０を用いて大梁１４とあご２０との相対変位量を計測した。変位計５０は、ひずみゲージ式変換器を備える接触式の変位計であり、その本体部５２を、ホルダ５４を介してあご２０に取付け、変位計５０の測定子５６を、ホルダ５８を介して大梁１４に取付けた。なお、本試験は、所定階の３箇所で実施した。 FIG. 12 is a diagram illustrating an installation example of the displacement meter 50 for measuring the relative displacement of the housings on both sides with the slit S interposed therebetween. As shown in this figure, the relative displacement between the large beam 14 and the jaw 20 was measured using a displacement meter 50. The displacement meter 50 is a contact-type displacement meter including a strain gauge transducer, and its main body 52 is attached to the jaw 20 via a holder 54, and a probe 56 of the displacement meter 50 is attached via a holder 58. Attached to the girder 14. In addition, this test was implemented in three places of a predetermined floor.
図１３は、大梁１４とあご２０との相対変位量の計測結果を示すグラフである。このグラフに示すように、スリットＳを挟む両側の躯体を施工してから存置している期間（約７週間）に、大梁１４とあご２０との相対変位量が経時的に増加することが確認された。即ち、スリットＳを設けたことにより、ＲＣ構造物１０の打設したコンクリートの乾燥や水和熱による収縮に対する拘束を効果的に減らすことができることが確認された。 FIG. 13 is a graph showing the measurement result of the relative displacement amount between the large beam 14 and the jaw 20. As shown in this graph, it is confirmed that the relative displacement between the large beam 14 and the jaw 20 increases with time during the period (approximately 7 weeks) where the two sides of the frame sandwiching the slit S are placed. It was done. That is, it was confirmed that by providing the slits S, it is possible to effectively reduce the constraint on the shrinkage due to drying or heat of hydration of the concrete on which the RC structure 10 is placed.
また、スリットＳを挟んだ両側の躯体を施工してから所定期間存置した後に、スラブ１２と大梁１７との相対変位が収束することが確認された。ここで、大梁１４とあご２０との相対変位が収束してからスリットＳへの無収縮モルタルＭの充填を行うことにより、打設したコンクリートの乾燥や水和熱による収縮によりＲＣ構造物１０に生じるひび割れを効果的に抑制することができる。即ち、本試験を実施することにより、スリットＳの両側の躯体を施工してからの適当な存置期間を確認することができる。 In addition, it was confirmed that the relative displacement between the slab 12 and the large beam 17 converged after the housings on both sides sandwiching the slit S were left for a predetermined period. Here, by filling the non-shrinkage mortar M into the slit S after the relative displacement between the large beam 14 and the jaw 20 is converged, the RC structure 10 is formed by drying of the placed concrete or shrinkage by heat of hydration. The crack which arises can be suppressed effectively. That is, by carrying out this test, it is possible to confirm an appropriate retention period after constructing the casings on both sides of the slit S.
以上説明したように、本実施形態に係るＲＣ構造物１０の構築方法では、ＲＣ構造物１０を長手方向に構造的に分割するスリットＳを設け、スリットＳを挟んだ両側の躯体を所定期間存置し、その後にスリットＳに無収縮モルタルＭを充填したことにより、打設したコンクリートの乾燥や水和熱による収縮によりＲＣ構造物１０に生じるひび割れを効果的に抑制することができる。 As described above, in the construction method of the RC structure 10 according to the present embodiment, the slit S that structurally divides the RC structure 10 in the longitudinal direction is provided, and the casings on both sides sandwiching the slit S are left for a predetermined period. Then, by filling the slit S with the non-shrink mortar M, cracks generated in the RC structure 10 due to drying of the placed concrete or shrinkage due to heat of hydration can be effectively suppressed.
また、スリットＳを設ける位置において、柱１６から突出するあご２０の上に大梁１４を載せたり、大梁１７から突出するあご３０の上にスラブ１２を載せたりすることにより、スリットＳの下側があご２０、３０で塞がれるように構成した。これにより、無収縮モルタルＭを充填する際にあご２０、３０を底型枠として利用することができる。従って、スリットＳに無収縮モルタルＭを充填するための底型枠や支保工の設置作業が発生せず、さらに、充填材の強度が発現した後における底型枠の脱型作業も発生しない。また、スリットＳ付近において、型枠や支保工が設置されていないことにより、天井配管等の設備工事や仕上げ工事を進めることができ、施工の効率化を図ることができる。 In addition, by placing the large beam 14 on the jaw 20 protruding from the column 16 or placing the slab 12 on the jaw 30 protruding from the large beam 17 at the position where the slit S is provided, the lower side of the slit S is placed. It was configured to be closed at 20 and 30. Thereby, when filling the non-shrink mortar M, the jaws 20 and 30 can be used as a bottom mold. Therefore, installation work of the bottom mold and support for filling the slit S with the non-shrink mortar M does not occur, and further, the mold removal work of the bottom mold after the strength of the filler is developed does not occur. In addition, since no formwork or support work is installed in the vicinity of the slit S, equipment work such as ceiling piping and finishing work can be advanced, and the work efficiency can be improved.
また、図５に示すように、あご２０とあご３０との境界において凹部２３の底部に隙間ができないように、あご２０、３０が構成されていることにより、凹部２３に無収縮モルタルＭを充填するための側型枠をも不要にできる。 Further, as shown in FIG. 5, the jaws 20 and 30 are configured so that there is no gap at the bottom of the recess 23 at the boundary between the jaw 20 and the jaw 30, so that the recess 23 is filled with the non-shrink mortar M. The side formwork for doing so can also be made unnecessary.
なお、上述の実施形態は、本発明の理解を容易にするためのものであり、本発明を限定するものではない。本発明はその趣旨を逸脱することなく、変更、改良され得ると共に本発明にはその等価物が含まれることは勿論である。例えば、上述の実施形態では、充填材として無収縮モルタルＭを用いたが、他のグラウト材やコンクリートを用いてもよい。 In addition, the above-mentioned embodiment is for making an understanding of this invention easy, and does not limit this invention. It goes without saying that the present invention can be changed and improved without departing from the gist thereof, and that the present invention includes equivalents thereof. For example, in the above-described embodiment, the non-shrink mortar M is used as the filler, but other grout materials or concrete may be used.
また、上述の実施形態では、大梁１４の端部やスラブ１２の端部にスリットＳを設けて、柱１６や大梁１７からあご２０、３０を突出させてそのあご２０、３０の上に大梁１４やスラブ１２を載せるように構成したが、図１４又は図１５に示すように、大梁１４の中間部やスラブ１２の中間部にスリットＳを設け、大梁１４の一方側が他方側に載り、スラブ１２の一方側が他方側に載るように構成してもよい。 Further, in the above-described embodiment, the slits S are provided at the end of the large beam 14 or the end of the slab 12, and the jaws 20 and 30 are projected from the pillar 16 and the large beam 17, and the large beam 14 is placed on the jaws 20 and 30. 14 or 15, the slit S is provided in the middle part of the large beam 14 or the middle part of the slab 12, and one side of the large beam 14 is placed on the other side, as shown in FIG. You may comprise so that one side of may be mounted on the other side.
また、上述の実施形態では、あご２０、３０の上面を金ごてで押えて仕上げることにより、あご２０と大梁１４、あご３０とスラブ１２の付着を切ったが、あご２０と大梁１４、あご３０とスラブ１２との間にビニールシート等の絶縁材を設けることにより、あご２０と大梁１４、あご３０とスラブ１２の付着を切ってもよい。 Further, in the above-described embodiment, the upper surfaces of the jaws 20 and 30 are pressed and finished by a gold iron to cut off the attachment of the jaw 20 and the large beam 14, and the jaw 30 and the slab 12. However, the jaw 20 and the large beam 14 and the jaw are cut off. By providing an insulating material such as a vinyl sheet between the slab 30 and the slab 12, the attachment of the chin 20 and the large beam 14, and the chin 30 and the slab 12 may be cut off.
１０ ＲＣ構造物、１２ スラブ、１４ 大梁、１４Ａ 段差部、１５ 大梁、１６ 柱、１７ 大梁、２０ あご（凸部）、２１、２２ 鉄筋、２３ 凹部、２４、２５ アンカー筋、２６ Ｕ型筋、３０ あご（凸部）、３１、３２、３３、３４ 鉄筋、３５ 凹部、３６、３７ アンカー筋、５０ 変位計、５２ 本体部、５４ ホルダ、５６ 測定子、５８ ホルダ、Ｓ スリット、Ｍ 無収縮モルタル 10 RC structure, 12 Slab, 14 Large beam, 14A Stepped part, 15 Large beam, 16 Column, 17 Large beam, 20 Chin (convex part), 21, 22 Reinforcement, 23 Recessed part, 24, 25 Anchor reinforcement, 26 U-shaped reinforcement, 30 Jaw (convex part), 31, 32, 33, 34 Reinforcing bar, 35 Recessed part, 36, 37 Anchor bar, 50 Displacement meter, 52 Main body part, 54 Holder, 56 Measuring element, 58 Holder, S slit, M Non-shrink mortar
Claims (3)
前記第１のコンクリート部材及び前記第２のコンクリート部材のコンクリートを打設し、
前記第１及び第２のコンクリート部材のうち一方のコンクリート部材に、前記第１及び第２のコンクリート部材のうち他方のコンクリート部材に向けて突出する凸部を設け、前記他方のコンクリート部材の一端を、当該他方のコンクリート部材の端面と前記一方のコンクリート部材との間にスリットが形成されるように前記凸部に載せ、
その際、前記一方のコンクリート部材及び前記他方のコンクリート部材のそれぞれに、前記スリット内へ突出する鉄筋を、両鉄筋の先端部が前記スリット内において長さ方向に互いに重なるように設けておき、
前記コンクリートを打設して所定期間経過してから、前記スリットに充填材を充填するコンクリート構造物の構築方法。 A method for constructing a concrete structure formed by connecting a first concrete member and a second concrete member,
Placing concrete of the first concrete member and the second concrete member;
One of the first and second concrete members is provided with a protrusion projecting toward the other concrete member of the first and second concrete members, and one end of the other concrete member is provided. , Put on the convex portion so that a slit is formed between the end surface of the other concrete member and the one concrete member,
At that time, each of the one concrete member and the other concrete member is provided with a reinforcing bar that protrudes into the slit so that the end portions of both reinforcing bars overlap each other in the length direction in the slit,
A method for constructing a concrete structure in which the slit is filled with a filler after a predetermined period of time has elapsed after placing the concrete.
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