JP2010163840A - Reinforced concrete structure - Google Patents

Reinforced concrete structure Download PDF

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JP2010163840A
JP2010163840A JP2009008767A JP2009008767A JP2010163840A JP 2010163840 A JP2010163840 A JP 2010163840A JP 2009008767 A JP2009008767 A JP 2009008767A JP 2009008767 A JP2009008767 A JP 2009008767A JP 2010163840 A JP2010163840 A JP 2010163840A
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joint
column
beams
reinforced concrete
concrete structure
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JP4832532B2 (en
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Ryohei Kurosawa
亮平 黒沢
Keizo Tanabe
恵三 田辺
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Kurosawa Construction Co Ltd
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a reinforced concrete structure which eliminates a need for a support upon placing a precast concrete beam on a capital part and a need for a clearance for avoiding collision of a building which may be caused by an earthquake. <P>SOLUTION: The reinforced concrete structure 1 includes columns 2 which are respectively provided with beam receiving cogs 3 formed on the capital parts and are erected at appropriate intervals, prestressed beams 4 arranged between the beam receiving cogs 3, precast concrete floor slabs 5 arranged on upper faces 15 of these beams in a tightly contacting manner, and cast-in-place concrete 7 placed on the upper surface of the precast concrete floor slabs 5 and joints 6 between the beams and the columns. A column-beam joint part 10 in each of a plurality of spans of the beams 4 is an elasticized column-beam joint 11. A joint reinforcing wire 20 without a prestressing force is arranged in the elasticized column-beam joint 11 from the end of one of the beams to the end of another beam through the joint 6 of the column. Isolating materials 18 are respectively arranged on the outer peripheries of lower end reinforcements 14 and upper end reinforcements 17 projecting from the beam 4 into the joint 6 of the column. <P>COPYRIGHT: (C)2010,JPO&INPIT

Description

本願発明は柱の梁受け用顎にプレキャストコンクリート梁が設置され、該プレキャストコンクリート梁と柱の仕口部に場所打ちコンクリートが打設されてなる鉄筋コンクリート構造物に関するものである。     The present invention relates to a reinforced concrete structure in which a precast concrete beam is installed on a beam receiving jaw of a column, and cast-in-place concrete is cast in a joint portion of the precast concrete beam and the column.

従来、図７に示すような、全長が６０ｍ程度を越える鉄筋コンクリート構造物２８はエキスパンションジョイントを必要としていた。それはラーメン架構が長くなると、架構剛心から離れるほど梁とスラブとのコンクリートの乾燥収縮変形量が大きくなり、この乾燥収縮変形量はラーメン架構の柱２９に強制力を及ぼすか、あるいは柱２９、梁３０、スラブ３１にひび割れを発生させる要因となって耐久性の劣化が避けられないためであった。また、その他の鉄筋コンクリート構造物としては、例えば、特開２００５−２２０６８８号公報の発明が知られている。   Conventionally, a reinforced concrete structure 28 having an overall length exceeding about 60 m as shown in FIG. 7 has required an expansion joint. The longer the ramen frame is, the more the shrinkage deformation of the concrete between the beam and the slab increases as the distance from the rigid frame increases. This dry shrinkage exerts a forcing force on the column 29 of the ramen frame, or the column 29, the beam. This is because the deterioration of durability is unavoidable because it causes cracks in the slabs 30 and 30. Further, as another reinforced concrete structure, for example, the invention of Japanese Patent Application Laid-Open No. 2005-220688 is known.

特開２００５−２２０６８８号公報JP 2005-220688 A

しかし、上記のような鉄筋コンクリート構造物は６０ｍ程度の長さごとにエキスパンションジョイントを設けるため、地震による建物の衝突を避けるクリアランスを持たせた伸縮ジョイントが必要となって使用空間に制限が生じる問題があった。またプレキャストコンクリート梁を柱頭部に載せる前に施工時の安全性を確保する支保工が必要となるため工程および工費が嵩むという問題があった。   However, since the reinforced concrete structure as described above is provided with an expansion joint for each length of about 60 m, there is a problem that an expansion joint having a clearance to avoid a collision of the building due to an earthquake is necessary, and the use space is limited. there were. In addition, there is a problem that the process and the construction cost increase because a support work is required to secure the safety during construction before placing the precast concrete beam on the column head.

本願発明はこれらの問題に鑑みてなされたものであり、その目的は、プレキャストコンクリート梁を柱頭部に載せる際に支保工を必要とせず、かつ地震による建物の衝突を避けるクリアランスを必要としない鉄筋コンクリート構造物を提供することである。   The present invention has been made in view of these problems. The purpose of the present invention is to provide a reinforced concrete that does not require a support when placing a precast concrete beam on a column head and does not require a clearance to avoid a collision of a building due to an earthquake. Is to provide a structure.

以上の課題を解決するための鉄筋コンクリート構造物は、柱頭部に梁受用顎が設けられた柱が適宜間隔ごとに立設され、これらの梁受用顎間に、予めプレストレスが付与された梁が設置され、これらの梁上面にプレキャストコンクリート床板が密接して設置され、該プレキャストコンクリート床板の上面と、梁と柱の仕口部とに場所打ちコンクリートが打設された鉄筋コンクリート構造物において、梁の複数スパンごとにおける柱梁接合部が伸縮用柱梁接合部となり、該伸縮用柱梁接合部には、一方の梁端部から柱の仕口部を通って他方の梁端部にかけて、緊張力が付与されていない接合補強線が配線されるとともに、梁から柱の仕口部内に突出した下端筋および上端筋の外周に縁切り材が設けられたことを特徴とする。
また鉄筋コンクリート構造物は、柱頭部に梁受用顎が設けられた柱が適宜間隔ごとに立設され、これらの梁受用顎間に、予めプレストレスが付与された梁が設置され、これらの梁の上面にプレキャストコンクリート床板が密接して設置され、該プレキャストコンクリート床板の上面と、梁と柱の仕口部とに場所打ちコンクリートが打設された鉄筋コンクリート構造物において、梁の複数スパンごとにおける柱梁接合部が伸縮用柱梁接合部となり、該伸縮用柱梁接合部には、一方の梁の端部から柱の仕口部を通って他方の梁の端部にかけて、緊張力が付与されていない接合補強線が配線されるとともに、梁から柱の仕口部内に突出した下端筋および上端筋の外周に縁切り材が設けられ、前記伸縮用梁接合部における梁を第一梁とし、この第一梁と伸縮用梁接合部から遠ざかる方向に設置された複数スパンの梁とが連続ケーブルで一体的に接合されたことを特徴とする。 In the reinforced concrete structure for solving the above problems, columns with beam receiving jaws provided at the column heads are set up at appropriate intervals, and beams pre-stressed in advance are provided between these beam receiving jaws. In a reinforced concrete structure in which precast concrete floor boards are installed in close contact with the upper surfaces of these beams, and cast-in-place concrete is cast on the upper surfaces of the precast concrete floor boards and the joints of the beams and columns. The column beam joint in each span becomes the telescopic column beam joint, and the tension column beam joint extends from one beam end through the column joint to the other beam end. In addition, a joint reinforcing wire not provided with a wire is wired, and edge cutting members are provided on the outer periphery of the lower and upper end bars protruding from the beam into the joint portion of the column.
In reinforced concrete structures, columns with beam receiving jaws on the column heads are erected at appropriate intervals, and pre-stressed beams are installed between these beam receiving jaws. In a reinforced concrete structure in which cast-in-place concrete is placed on the top surface of the precast concrete floor plate and the joints of the beam and the column, and the pre-cast concrete floor plate is closely installed on the top surface. The joint becomes a telescopic beam-column joint, and tension is applied to the telescopic beam-column joint from the end of one beam through the end of the column to the end of the other beam. Non-reinforcing reinforcement wires are wired, and edge cutting members are provided on the outer periphery of the lower and upper bar bars protruding from the beam into the column joint, and the beam at the telescopic beam joint is the first beam. One beam And beams of plural spans disposed away from telescoping beam joint portion is characterized in that it is integrally joined by a continuous cable.

全長が長い建物であっても耐久性劣化を起こすことなくエキスパンションジョインをなくすことができ、かつこのエキスパンションジョインがなくても伸縮用柱梁接合部において梁とスラブによるコンクリートの乾燥収縮変形を吸収して柱、梁、スラブにひび割れが発生するのを防ぐことができる。また柱梁接合部に梁とスラブによるコンクリートの乾燥収縮によるクラックが発生したとしてもプレキャストコンクリート梁にかかるせん断力を梁受け用顎で受けることができる。また梁とスラブによるコンクリートの乾燥収縮によるスラブなどに発生するクラックを縁切り材に集中させることができるので、柱の周囲におけるスラブの破壊を防ぐことができる。また伸縮用梁接合部における梁を第一梁とし、この第一梁と伸縮用梁接合部から遠ざかる方向に設置された複数スパンの梁とが連続ケーブルで一体的に接合されたことにより伸縮用柱梁接合部において梁とスラブによる大きなコンクリートの乾燥収縮変形を吸収することができる。   Even in a building with a long overall length, expansion joins can be eliminated without causing deterioration in durability, and even without this expansion join, the shrinkage and deformation of concrete caused by beams and slabs can be absorbed at the column beam joints for expansion and contraction. It is possible to prevent cracks from occurring in columns, beams and slabs. Even if cracks due to drying shrinkage of concrete due to beams and slabs occur at the beam-column joint, the shear force applied to the precast concrete beam can be received by the beam receiving jaw. Further, cracks generated in the slab due to drying shrinkage of the concrete by the beam and slab can be concentrated on the edge cutting material, so that the slab can be prevented from being broken around the column. In addition, the beam at the expansion beam joint is the first beam, and this first beam and the multi-span beam installed in the direction away from the expansion beam joint are integrally joined with a continuous cable for expansion and contraction. It can absorb dry concrete shrinkage deformation caused by beams and slabs at the beam-column joint.

第１の実施の形態の鉄筋コンクリート構造物の断面図である。It is sectional drawing of the reinforced concrete structure of 1st Embodiment. 第１の実施の形態の鉄筋コンクリート構造物の柱梁接合部であり、（１）は断面図、（２）は梁の接合端部の斜視図である。It is a column beam junction of a reinforced concrete structure of a 1st embodiment, (1) is a sectional view and (2) is a perspective view of a junction end of a beam. 第１の実施の形態の鉄筋コンクリート構造物の伸縮用柱梁接合部であり、（１）は断面図、（２）は柱の仕口部の拡大断面図、（３）は梁の接合端部の斜視図である。It is a column beam joint part for expansion and contraction of a reinforced concrete structure of a first embodiment, (1) is a sectional view, (2) is an enlarged sectional view of a joint part of a column, (3) is a joint end part of a beam FIG. 第２の実施の形態の鉄筋コンクリート構造物の伸縮用柱梁接合部であり、（１）は断面図、（２）は柱の仕口部の拡大断面図、（３）は梁の接合端部の斜視図である。It is a column beam joint for expansion and contraction of a reinforced concrete structure according to a second embodiment, (1) is a cross-sectional view, (2) is an enlarged cross-sectional view of a joint part of a column, and (3) is a joint end of a beam FIG. 第３の実施の形態の鉄筋コンクリート構造物の断面図である。It is sectional drawing of the reinforced concrete structure of 3rd Embodiment. 第３の実施の形態の鉄筋コンクリート構造物の伸縮用柱梁接合部であり、（１）は断面図、（２）は柱の仕口部の拡大断面図、（３）は梁の接合端部の斜視図である。It is a column beam joint part for expansion and contraction of a reinforced concrete structure according to a third embodiment, (1) is a sectional view, (2) is an enlarged sectional view of a joint part of a column, (3) is a joint end part of a beam FIG. 従来の鉄筋コンクリート構造物の断面図である。It is sectional drawing of the conventional reinforced concrete structure.

以下、本願発明の鉄筋コンクリート構造物の実施の形態を図面に基づいて説明する。図１〜図３は第１の実施の形態の鉄筋コンクリート構造物１である。この鉄筋コンクリート構造物１は梁のスパンが長く、全長が６０ｍ以上の長さの建物であり、柱頭部の梁受け用顎３を備えた柱２に梁４が設置され、これらの梁４に密接状に設置されたプレキャストコンクリート床板５の上面と、柱の仕口部６とに場所打ちコンクリート７が打設されて構成されている。   Hereinafter, embodiments of the reinforced concrete structure of the present invention will be described with reference to the drawings. 1-3 is the reinforced concrete structure 1 of 1st Embodiment. This reinforced concrete structure 1 is a building with a long beam span and a total length of 60 m or more. The beam 4 is installed on the column 2 having the beam receiving jaw 3 at the head of the column. The cast-in-place concrete 7 is placed on the upper surface of the precast concrete floor board 5 installed in a shape and the joint portion 6 of the column.

柱２はプレキャストコンクリート柱または場所打ちコンクリート柱であり、ＰＣ鋼線やＰＣ鋼棒などの引張材８で所定のプレストレスが付与されてコンクリート基礎９上に立設されている。この柱の梁受け用顎３に端部が設置された梁４もＰＣ鋼線などの引張材８により所定のプレストレスが付与されたハーフプレキャストプレストレストコンクリート梁であり、約２０〜３０ｍの長さを有している。そして、複数の梁４ごと、例えば６０ｍごとの柱梁接合部が伸縮用柱梁接合部１１となり、これ以外は通常の柱梁接合部１０となっている。   The column 2 is a precast concrete column or a cast-in-place concrete column, and is erected on the concrete foundation 9 with a predetermined prestress applied by a tensile material 8 such as a PC steel wire or a PC steel bar. The beam 4 whose end is installed on the beam receiving jaw 3 of this column is also a half precast prestressed concrete beam to which a predetermined prestress is applied by a tensile material 8 such as a PC steel wire, and has a length of about 20 to 30 m. have. Then, every beam 4, for example, every 60 m, is a column beam joint 11 for expansion and contraction, and the other is a normal column beam joint 10.

この通常の柱梁接合部１０における梁４の接合端面１２には凹凸状のコッタ１３が形成され、対向する接合端面１２の下部から突出した下端筋１４同士が柱の仕口部６で重ね配筋され、対向する梁の上面１５、すなわちスターラップ１６の一部が突出した梁の上面１５には柱の仕口部６を通って上端筋１７が配筋され、この仕口部６に打設された場所打ちコンクリート７によって、これらの梁４同士が接合されている。   An uneven cotter 13 is formed on the joint end surface 12 of the beam 4 in this ordinary column beam joint 10, and lower end bars 14 protruding from the lower part of the opposite joint end surface 12 are overlapped at the column joint 6. The upper end 15 of the beam is arranged through the column joint portion 6 on the upper surface 15 of the beam which is straight and facing, that is, the upper surface 15 of the beam from which a part of the stirrup 16 protrudes. These beams 4 are joined together by the cast-in-place concrete 7 provided.

一方、伸縮用柱梁接合部１１においては、梁の接合端面１２にコッタが形成されずに剥離剤が塗布され（剥離剤は塗布されなくてもよい）、下端筋１４が突出して柱の仕口部６において重ね配筋されるとともに、対向する梁の上面１５には柱の仕口部６を通って上端筋１７が配筋されている。この上端筋１７および下端筋１４の外周には縁切り材であるアンボンドシース（縁切り用テープまたは縁切り用シート）１８が被覆され、このアンボンドシース１８で被覆された部分で場所打ちコンクリート７との縁が切り易くなっている。このアンボンドシース１８は梁の接合端面１２側における上端筋１７および下端筋１４の一部に被覆されているが、これに限らず柱の仕口部６における上端筋１７および下端筋１４の全長に被覆することもできる。また梁の接合端面１２には、図２に示すようなコッタ１３を形成することもでき、このコッタ１３に剥離剤を塗布しても良いし、塗布しなくても良い。   On the other hand, in the telescopic beam-to-column joint 11, a release agent is applied without forming a cotter on the joint end surface 12 of the beam (the release agent may not be applied), and the bottom stripe 14 protrudes to finish the column. The upper end bars 17 are arranged through the column joints 6 on the upper surfaces 15 of the beams, which are overlapped at the mouth parts 6. The outer periphery of the upper and lower reinforcement bars 17 and 14 is covered with an unbonded sheath (edge cutting tape or edge cutting sheet) 18 which is an edge cutting material, and the edge with the cast-in-place concrete 7 is covered with the unbonded sheath 18. It is easy to cut. The unbonded sheath 18 is covered with a part of the upper end muscle 17 and the lower end muscle 14 on the joint end face 12 side of the beam. It can also be coated. Also, a cotter 13 as shown in FIG. 2 can be formed on the joint end surface 12 of the beam, and a release agent may or may not be applied to the cotter 13.

また、一方の梁の接合端部１９から柱の仕口部６を通って、他方の梁の接合端部１９にかけて接合補強線２０が配筋されている。この接合補強線２０はＰＣ鋼より線またはＰＣ鋼線であり、緊張力が付与されずに、一方の梁４から他方の梁４にかけて配置されたシース２１内に配線されている。このように伸縮用柱梁接合部１１は接合補強線２０と、アンボンドシース１８が被覆された上端筋１７および下端筋１４とにより構成されている。   Further, a joint reinforcing wire 20 is laid from the joint end 19 of one beam through the column joint 6 to the joint end 19 of the other beam. The joining reinforcing wire 20 is a PC steel wire or a PC steel wire, and is wired in a sheath 21 arranged from one beam 4 to the other beam 4 without applying tension. As described above, the telescopic column beam joint portion 11 is constituted by the joint reinforcing wire 20 and the upper end muscle 17 and the lower end muscle 14 covered with the unbonded sheath 18.

このアンボンドシース１８で被覆された上端筋１７および下端筋１４と、緊張力が付与されていない接合補強線２０とからなる伸縮用柱梁接合部１１において、梁とスラブによるコンクリートの乾燥収縮変形を吸収して柱、梁、スラブにひび割れが発生するのを防ぐことができるとともに、梁とスラブによるコンクリートの乾燥収縮によるクラックが発生しても梁４にかかるせん断力を梁受け用顎３で受けることができる。   In the telescopic beam-to-column joint portion 11 composed of the upper end muscle 17 and the lower end muscle 14 covered with the unbonded sheath 18 and the joining reinforcing wire 20 to which no tension is applied, the concrete is subjected to drying shrinkage deformation by the beam and the slab. Absorbs and prevents cracks in the columns, beams and slabs, and receives the shear force applied to the beams 4 by the beam receiving jaws 3 even if cracks occur due to drying shrinkage of the concrete caused by the beams and slabs. be able to.

また図４は第２の実施の形態の鉄筋コンクリート構造物２２である。この鉄筋コンクリート構造物２２は伸縮用柱梁接合部１１において、上端筋１７および下端筋１４の外周にアンボンドシース１８がないものであり、これ以外は第１の実施の形態の鉄筋コンクリート構造物１と同じ構成である。この場合も梁の接合端面１２には、図２に示すようなコッタ１３を形成することができ、このコッタ１３に剥離剤を塗布しても良いし、塗布しなくても良い。このように上端筋１７および下端筋１４の外周にアンボンドシース１８がなくても伸縮用柱梁接合部１１において、梁とスラブによるコンクリートの乾燥収縮変形を吸収して柱、梁、スラブにひび割れが発生するのを防ぐことができるとともに、梁とスラブによるコンクリートの乾燥収縮によるクラックが発生しても梁４にかかるせん断力を梁受け用顎３で受けることができる。   FIG. 4 shows a reinforced concrete structure 22 according to the second embodiment. The reinforced concrete structure 22 is the same as the reinforced concrete structure 1 of the first embodiment except that the unbonded sheath 18 is not provided on the outer periphery of the upper and lower reinforcing bars 17 and 14 in the telescopic column beam joint portion 11. It is a configuration. Also in this case, a cotter 13 as shown in FIG. 2 can be formed on the joint end surface 12 of the beam, and a release agent may or may not be applied to the cotter 13. In this way, even if the unbonded sheath 18 is not provided on the outer periphery of the upper and lower reinforcement bars 17 and 14, the expansion / contraction column beam joint 11 absorbs the dry shrinkage deformation of the concrete caused by the beams and slabs, and cracks are generated in the columns, beams and slabs. It is possible to prevent the occurrence of occurrence, and even if a crack due to drying shrinkage of concrete due to the beam and the slab occurs, the shear force applied to the beam 4 can be received by the beam receiving jaw 3.

また図５および図６は第３の実施の形態の鉄筋コンクリート構造物２３である。この鉄筋コンクリート構造物２３は伸縮用梁接合部１１における梁を第一梁２４とし、この第一梁２４と伸縮用梁接合部１１から遠ざかる方向に設置された複数スパンの梁２４とが連続ケーブル２５で一体的に接合されたものであり、これ以外は第１および第２の実施の形態の鉄筋コンクリート構造物１、２２と同じ構成である。この連続ケーブル２５はＰＣ鋼線、ＰＣ鋼より線であり、伸縮用梁接合部１１に設置された一方の第一梁２４から左側の二本の梁（図５において左側）２４が一本の連続ケーブル２５で一体的に接合されるとともに、他方の第一梁２４から右側の一本の梁（図５において右側）２４が一本の連続ケーブル２５で一体的に接合されている。これらの連続ケーブル２５は所定の力で緊張され、一端部が第一梁２４の接合端部で定着具２６により定着されるとともに、他端部が外側の柱の梁接合部１０に定着具２６で定着されている。したがって、一本の連続ケーブル２５で一体的に接合された三本の梁（図５において左側の梁）２４と、同じように一本の連続ケーブル２５で一体的に接合された二本の梁（図５において右側の梁）２４とが伸縮用梁接合部１１において緊張力が付与されていない接合補強線２０で接合された状態になっている。このように伸縮用梁接合部１１における第一梁２４と伸縮用梁接合部１１から遠ざかる方向に設置された複数スパンの梁２４とが連続ケーブル２５で一体的に接合されたことにより、梁とスラブによるコンクリートの乾燥収縮変形を吸収して柱、梁、スラブにひび割れが発生するのを防ぐことができるとともに、梁とスラブによるコンクリートの乾燥収縮によるクラックが発生しても梁にかかるせん断力を梁受け用顎３で受けることができる。   5 and 6 show a reinforced concrete structure 23 according to the third embodiment. In this reinforced concrete structure 23, the first beam 24 is used as the beam in the extension beam joint 11, and the continuous beam 25 is connected to the first beam 24 and a plurality of span beams 24 installed in a direction away from the extension beam junction 11. The other structures are the same as those of the reinforced concrete structures 1 and 22 of the first and second embodiments. The continuous cable 25 is a PC steel wire or a PC steel strand, and two beams 24 on the left side (the left side in FIG. 5) 24 from one first beam 24 installed in the beam joint 11 for expansion and contraction are one. The continuous cable 25 is integrally joined, and the right one beam (the right side in FIG. 5) 24 is integrally joined by the single continuous cable 25 from the other first beam 24. These continuous cables 25 are tensioned by a predetermined force, and one end is fixed by the fixing tool 26 at the joint end of the first beam 24 and the other end is fixed to the beam joint 10 of the outer column. It has been fixed in. Accordingly, three beams (the left beam in FIG. 5) 24 integrally joined by one continuous cable 25 and two beams joined by one continuous cable 25 in the same manner. (The beam on the right side in FIG. 5) 24 is joined with the joint reinforcing wire 20 to which no tension is applied in the telescopic beam joint 11. As described above, the first beam 24 in the telescopic beam joint 11 and the multiple span beams 24 installed in the direction away from the telescopic beam joint 11 are integrally joined by the continuous cable 25, so that the beam It absorbs the drying shrinkage deformation of the concrete due to the slab and prevents cracks in the columns, beams and slabs, and even if the crack due to the drying shrinkage of the concrete due to the beam and slab occurs, the shearing force applied to the beam is reduced. It can be received by the beam receiving jaw 3.

なお、上記の第１〜第３実施の形態において６０ｍごとにおける柱梁接合部１０を伸縮用柱梁接合部１１としたが、これは上記の長さに限定されるものではなく、これ以上またはこれ以下の長さであってもよい。また柱梁接合部は柱の四面に梁が接合される平面十字形の柱梁接合部にも適用することができる。   In the above first to third embodiments, the column beam joint 10 at every 60 m is used as the telescopic column beam joint 11, but this is not limited to the above-mentioned length. The length may be less than this. The column beam joint can also be applied to a plane cross-shaped column beam joint in which beams are joined to four sides of a column.

１、２２、２３、２８ 鉄筋コンクリート構造物
２、２９ 柱
３ 梁受け用顎
４、２４、３０ 梁
５ プレキャストコンクリート床板
６ 柱の仕口部
７ 場所打ちコンクリート
８ 引張材
９ コンクリート基礎
１０ 柱梁接合部
１１ 伸縮用柱梁接合部
１２ 接合端面
１３ コッタ
１４ 下端筋
１５ 梁の上面
１６ スターラップ
１７ 上端筋
１８ アンボンドシース
１９ 接合端部
２０ 接合補強線
２１ シース
２５ 連続ケーブル
２６ 定着具
３１ スラブ 1, 22, 23, 28 Reinforced concrete structure 2, 29 Column 3 Beam receiving jaw 4, 24, 30 Beam 5 Precast concrete floor 6 Column joint 7 Cast-in-place concrete 8 Tensile material 9 Concrete foundation 10 Beam-column joint DESCRIPTION OF SYMBOLS 11 Beam-column joint part for expansion / contraction 12 Joint end surface 13 Cotta 14 Lower end reinforcement 15 Beam upper surface 16 Stirrup 17 Upper end reinforcement 18 Unbonded sheath 19 Joint end part 20 Joining reinforcement line 21 Sheath 25 Continuous cable 26 Fixing tool 31 Slab

Claims (2)

柱頭部に梁受用顎が設けられた柱が適宜間隔ごとに立設され、これらの梁受用顎間に、予めプレストレスが付与された梁が設置され、これらの梁の上面にプレキャストコンクリート床板が密接して設置され、該プレキャストコンクリート床板の上面と、梁と柱の仕口部とに場所打ちコンクリートが打設された鉄筋コンクリート構造物において、梁の複数スパンごとにおける柱梁接合部が伸縮用柱梁接合部となり、該伸縮用柱梁接合部には、一方の梁の端部から柱の仕口部を通って他方の梁の端部にかけて、緊張力が付与されていない接合補強線が配線されるとともに、梁から柱の仕口部内に突出した下端筋および上端筋の外周に縁切り材が設けられたことを特徴とする鉄筋コンクリート構造物。   Columns with beam receiving jaws on the column heads are set up at appropriate intervals, and pre-stressed beams are installed between these beam receiving jaws. Precast concrete floor boards are placed on the upper surfaces of these beams. In a reinforced concrete structure in which cast-in-place concrete is cast on the upper surface of the precast concrete floor plate and the joints of the beam and the column, the beam-to-column joint for each span of the beams is a telescopic column. It becomes a beam joint, and the joint reinforcement wire without tension is wired from the end of one beam to the end of the other beam from the end of one beam to the end of the other beam. In addition, a reinforced concrete structure characterized in that edge cutting members are provided on the outer periphery of the lower and upper end bars protruding from the beam into the column joint. 柱頭部に梁受用顎が設けられた柱が適宜間隔ごとに立設され、これらの梁受用顎間に、予めプレストレスが付与された梁が設置され、これらの梁の上面にプレキャストコンクリート床板が密接して設置され、該プレキャストコンクリート床板の上面と、梁と柱の仕口部とに場所打ちコンクリートが打設された鉄筋コンクリート構造物において、梁の複数スパンごとにおける柱梁接合部が伸縮用柱梁接合部となり、該伸縮用柱梁接合部には、一方の梁の端部から柱の仕口部を通って他方の梁の端部にかけて、緊張力が付与されていない接合補強線が配線されるとともに、梁から柱の仕口部内に突出した下端筋および上端筋の外周に縁切り材が設けられ、前記伸縮用梁接合部における梁を第一梁とし、この第一梁と伸縮用梁接合部から遠ざかる方向に設置された複数スパンの梁とが連続ケーブルで一体的に接合されたことを特徴とする鉄筋コンクリート構造物。   Columns with beam receiving jaws on the column heads are set up at appropriate intervals, and pre-stressed beams are installed between these beam receiving jaws. Precast concrete floor boards are placed on the upper surfaces of these beams. In a reinforced concrete structure in which cast-in-place concrete is cast on the upper surface of the precast concrete floor plate and the joints of the beam and the column, the beam-to-column joint for each span of the beams is a telescopic column. It becomes a beam joint, and the joint reinforcement wire without tension is wired from the end of one beam to the end of the other beam from the end of one beam to the end of the other beam. In addition, edge cutting material is provided on the outer periphery of the bottom and top bars projecting from the beam into the column joint, and the beam at the extension beam joint is the first beam, and the first beam and the extension beam Those who move away from the joint Reinforced concrete structures, characterized in that the beams of the installed plurality spans are integrally joined by a continuous cable.
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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2010265692A (en) * 2009-05-15 2010-11-25 Takenaka Komuten Co Ltd Structure

Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007092301A (en) * 2005-09-27 2007-04-12 Kurosawa Construction Co Ltd Structure for connecting column and beam together

Patent Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007092301A (en) * 2005-09-27 2007-04-12 Kurosawa Construction Co Ltd Structure for connecting column and beam together

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2010265692A (en) * 2009-05-15 2010-11-25 Takenaka Komuten Co Ltd Structure

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