JP4447632B2 - Beam and beam-column joint structure and method of joining the same - Google Patents

Beam and beam-column joint structure and method of joining the same Download PDF

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JP4447632B2
JP4447632B2 JP2007289451A JP2007289451A JP4447632B2 JP 4447632 B2 JP4447632 B2 JP 4447632B2 JP 2007289451 A JP2007289451 A JP 2007289451A JP 2007289451 A JP2007289451 A JP 2007289451A JP 4447632 B2 JP4447632 B2 JP 4447632B2
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joining
steel
column
joint
concrete
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JP2009114742A (en
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亮平 黒沢
恵三 田辺
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黒沢建設株式会社
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本願発明は梁、および梁と柱の接合構造ならびにその接合方法に関するものである。   The present invention relates to a beam, a bonded structure of a beam and a column, and a bonding method thereof.
従来の梁と柱の接合方法は、図13に示すように、柱41の梁接合用顎42に鉄骨梁43を設置し、この鉄骨梁43と柱41との接合部(鉄骨梁と柱との間)44に目地モルタル45を充填し、この目地モルタル45が硬化した後に、PC鋼材46で所定のプレストレスを付与していた。また、その他の梁と柱の接合方法としては、例えば、特開2006−188864号公報の発明が知られている。
特開2006−188864号公報
As shown in FIG. 13, a conventional method of joining a beam and a column is to install a steel beam 43 on a beam coupling jaw 42 of a column 41 and connect the steel beam 43 to the column 41 (a steel beam and a column). 44) The joint mortar 45 was filled in 44, and after the joint mortar 45 was hardened, a predetermined prestress was applied by the PC steel material 46. As another method of joining a beam and a column, for example, the invention of Japanese Patent Application Laid-Open No. 2006-188864 is known.
JP 2006-188864 A
しかし、上記の梁と柱の接合方法は、鉄骨梁と柱との接合部(鉄骨梁と柱との間)に充填した目地モルタルが硬化した後に、PC鋼材で所定のプレストレスを付与して接合していたため、目地モルタルが硬化するまで梁の接合ができないという問題があった。   However, the above-described method of joining the beam and the column is that the joint mortar filled in the joint between the steel beam and the column (between the steel beam and the column) is hardened, and then a predetermined prestress is applied with the PC steel material. Since it was joined, there was a problem that the beam could not be joined until the joint mortar was cured.
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、目地モルタルの硬化に左右されずに梁を柱に接合できる梁、および梁と柱の接合構造、ならびにその接合方法を提供することである。   The present invention has been made in view of these problems, and an object of the present invention is to provide a beam capable of joining a beam to a column without being influenced by the hardening of joint mortar, a beam-column junction structure, and a method for joining the beam. It is to be.
以上の課題を解決するための梁は、鉄骨梁材の両側に接合用端部が設置され、該接合用
端部はコンクリート体の下部接合部材と、該下部接合部材の上面に設置された鉄骨部材と
からなり、該鉄骨部材が下部接合部材よりも幅狭で、その先端部が下部接合部材の先端か
ら突出して設置すると共に、該鉄骨部材の両側における下部接合部材の上面からスターラップの上部が突出し、このスターラップの上部が鉄骨部材にまで配筋されたことを特徴とする。また鉄骨梁材には外ケーブルが配線され、該外ケーブルでプレストレスが付与されたことを含むものである。
また梁と柱の接合構造は、柱の梁接合用顎に請求項1乃至2のいずれかの梁が接合用端部を介して架設され、該接合用端部が、接合用端部から柱にかけて配設されたPC鋼材で接合され、鉄骨部材の両側における下部接合部材にはコンクリートが打設されてなることを特徴とする。またPC鋼材は、梁の断面中央部よりも上側に配設されたことを含む。また接合用端部は支圧板を介して柱に接合されたことを含むものである。
また梁と柱の接合方法は、柱の梁接合用顎に請求項1乃至2のいずれかの梁を接合用端部を介して架設し、該接合用端部と柱とにかけて配設したPC鋼材を所定の力で緊張した後、鉄骨部材の両側における下部接合部材にコンクリートを打設することを特徴とする。また梁の接合用端部と柱との接合部に支圧板を介在させることを含むものである。
また梁と柱の接合方法は、柱の梁接合用顎に請求項1乃至2のいずれかの梁を接合用端部を介して架設し、該接合用端部と柱とにかけてPC鋼材を配設した後、鉄骨部材の両側における下部接合部材にコンクリートを打設し、該コンクリートが硬化した後に前記PC鋼材を所定の力で緊張することを特徴とする。また梁の接合用端部と柱との接合部に支圧板を介在させることを含むものである。
The beam for solving the above problems is provided with joining end portions on both sides of the steel beam material. The joining end portions are a lower joint member of a concrete body and a steel frame installed on the upper surface of the lower joint member. The steel member is narrower than the lower joint member, and the tip of the steel member protrudes from the tip of the lower joint member, and the upper portion of the stirrup from the upper surface of the lower joint member on both sides of the steel member And the upper part of the stirrup is arranged up to the steel member . In addition, an external cable is wired on the steel beam material, and prestress is applied by the external cable.
Further, in the beam-column joining structure, the beam according to any one of claims 1 and 2 is installed on the beam-joining jaw of the column via a joining end portion, and the joining end portion is connected to the column from the joining end portion. It is characterized in that it is joined with a PC steel material disposed over the bottom and concrete is cast on the lower joining members on both sides of the steel member. Further, the PC steel material includes being disposed above the center of the cross section of the beam. In addition, the joining end portion includes being joined to the column via the bearing plate.
Further, the beam and the column can be joined by installing the beam according to any one of claims 1 and 2 on the beam-joining jaw of the column via the joining end, and arranging the beam between the joining end and the column. After the steel material is tensioned with a predetermined force, concrete is placed on the lower joint members on both sides of the steel member. In addition, a bearing plate is interposed at the joint between the beam end and the column.
Further, the beam and the column are joined by laying the beam according to any one of claims 1 and 2 on the beam-joining jaw of the column via the joining end, and arranging the PC steel material between the joining end and the column. After the installation, concrete is placed on the lower joint members on both sides of the steel frame member, and after the concrete is hardened, the PC steel material is tensioned with a predetermined force. In addition, a bearing plate is interposed at the joint between the beam end and the column.
接合用端部をPC鋼材で柱に接合できる梁を提供することができる。また柱に梁の接合用端部を、断面中央部より上側に配設(PC鋼材が梁の断面中央部と偏心した箇所に配設)したPC鋼材で接合したことにより、梁端部に偏心曲げモーメントが発生して梁の長さ方向の中央部を上側にむくらせることができる。また梁の長さ方向の中央部を上側にむくらせて、中央部に常時作用する曲げモーメントを小さくすることができるので、梁のスパンを大きくすることができる。また梁の長さ方向の中央部を上側にむくらせてスラブのコンクリートを打設することにより、長期荷重が作用したときでも、梁の長さ方向の中央部は圧縮応力が保持された状態になり、ひび割れの発生を防ぐことができる。また梁の接合用端部を柱に支圧板を介して接合したことにより、PC鋼材をすぐに緊張することができる。従来のように、梁と柱の接合部に充填した目地モルタルの硬化を待つことなく、梁の接合用端部を接合することができる。   The beam which can join the edge part for joining to a column with PC steel materials can be provided. In addition, the end of the beam for joining to the column is eccentric to the end of the beam by joining it with the PC steel placed above the center of the cross section (placed where the PC steel is eccentric from the center of the cross section of the beam). A bending moment is generated, and the central portion in the length direction of the beam can be peeled upward. In addition, since the central portion in the longitudinal direction of the beam can be turned upward to reduce the bending moment that always acts on the central portion, the span of the beam can be increased. In addition, by placing concrete in the slab with the beam's center in the longitudinal direction facing upward, even when a long-term load is applied, the center in the beam's length is kept in compressive stress. And the occurrence of cracks can be prevented. Moreover, the PC steel material can be immediately tensioned by joining the end part for joining of the beam to the column via the bearing plate. As in the prior art, the end portions for joining the beams can be joined without waiting for the hardening of the joint mortar filled in the joint between the beams and the columns.
以下、本願発明の梁、および梁と柱の接合構造、ならびにその接合方法の実施の形態を図面に基づいて説明する。はじめに、梁について説明し、次に、梁と柱の接合構造について説明し、その後に、梁と柱の接合方法について説明する。また各実施の形態において同じ構成は同じ符号を付して説明し、異なった構成にのみ異なった符号を付して説明する。   Embodiments of a beam, a beam-column connection structure, and a method for connecting the beam according to the present invention will be described below with reference to the drawings. First, the beam will be described, then the beam-column connection structure will be described, and then the beam-column connection method will be described. In the embodiments, the same components are described with the same reference numerals, and only different components are described with different reference numerals.
図1〜図4は第1の実施の形態の梁1であり、この梁1は鉄骨梁材2と、その両端部に設置された接合用端部3とから構成されている。この梁1の特徴は、鉄骨梁材2の両側に設置した接合用端部3にある。この鉄骨梁材2はH形鋼であり、上部フランジ4にスタッドボルト5が適宜間隔ごとに設置され、長さ方向の両端に設置されたエンドプレート6に接合用端部3の梁用エンドプレート17がボルト7および連結プレート18で接合されている。   1-4 is the beam 1 of 1st Embodiment, This beam 1 is comprised from the steel beam material 2 and the edge part 3 for joining installed in the both ends. The beam 1 is characterized by the joining end portions 3 installed on both sides of the steel beam material 2. This steel beam material 2 is an H-shaped steel, stud bolts 5 are installed on the upper flange 4 at appropriate intervals, end plates 6 installed at both ends in the length direction are connected to the end plate 3 for the joining end 3. 17 is joined by a bolt 7 and a connecting plate 18.
この接合用端部3は柱の梁接合用顎に設置するものであり、下部接合部材8と、その上面に設置された鉄骨部材9とからなっている。この下部接合部材8は梁接合用顎と同じ幅、同じ厚さのプレキャストコンクリート体10の上面両側からスターラップ11の一部が突出して形成されている。なお下部接合部材8はプレキャストコンクリート体だけではなく、現場打ちコンクリートによっても製造することができる。   The joining end 3 is installed on the beam joining jaw of the column, and includes a lower joining member 8 and a steel member 9 installed on the upper surface thereof. The lower joining member 8 is formed by projecting part of the star wrap 11 from both sides of the upper surface of the precast concrete body 10 having the same width and the same thickness as the beam joining jaw. The lower joining member 8 can be manufactured not only with a precast concrete body but also with cast-in-place concrete.
このスターラップ11は上部が所定の幅切断され、この切断された上部が、これらの間に設置された鉄骨部材9の上部フランジ4に点溶接されている。なおスターラップ11は、上記のように上部を切断せずに、リング状のままで鉄骨部材9の上部フランジ4の上に配筋することもできる。すなわちスターラップ11の下側に鉄骨部材9が設置されたようになる。   The upper portion of the stirrup 11 is cut at a predetermined width, and the cut upper portion is spot-welded to the upper flange 4 of the steel member 9 installed therebetween. In addition, the stirrup 11 can also be arranged on the upper flange 4 of the steel member 9 in a ring shape without cutting the upper portion as described above. That is, the steel member 9 is installed below the stirrup 11.
この鉄骨部材9は鉄骨梁材2と同じ幅のH形鋼であるため下部接合部材8よりも幅狭であるが、この下部接合部材8よりも長いため、プレキャストコンクリート体10の上面中央部(プレキャストコンクリート体10の長さ方向の中心軸と鉄骨部材9の長さ方向の中心軸とを合致させた位置)にアンカーボルト12で固定すると、その先端部がプレキャストコンクリート体の先端面13から突出して、これが梁接合用顎の上面に設置する掛止部14となり、この掛止部14とプレキャストコンクリート体の先端面13とで、梁接合用顎に嵌め合わせる嵌合部15が形成される。   The steel member 9 is H-shaped steel having the same width as the steel beam member 2 and is narrower than the lower joint member 8, but is longer than the lower joint member 8. When the anchor bolt 12 is used to secure the tip of the precast concrete body 10 to the tip surface 13 of the precast concrete body. Thus, this becomes the latching portion 14 installed on the upper surface of the beam-joining jaw, and the latching portion 14 and the tip surface 13 of the precast concrete body form a fitting portion 15 that fits the beam-joining jaw.
この鉄骨部材の上部フランジ4には、鉄骨梁材2と同じようにスタッドボルト5が適宜間隔ごとに設置される他、先端部には柱用エンドプレート16が設置され、後端部には梁用エンドプレート17が設置され、この梁用エンドプレート17が鉄骨梁材2のエンドプレート6と同じ長さになって、下部接合部材であるプレキャストコンクリート体10の後面下端まで延びている。   On the upper flange 4 of this steel frame member, stud bolts 5 are installed at appropriate intervals in the same manner as the steel beam material 2, and a column end plate 16 is installed at the front end, and a beam is installed at the rear end. An end plate 17 is installed. The end plate 17 has the same length as the end plate 6 of the steel beam member 2 and extends to the lower end of the rear surface of the precast concrete body 10 which is a lower joint member.
また柱用エンドプレート16と梁用エンドプレート17および鉄骨梁材のエンドプレート6には、上部PC鋼材を挿入する上部挿入孔19が開口され、下部接合部材8であるプレキャストコンクリート体10と鉄骨梁材のエンドプレート6にも、下部PC鋼材を挿入する下部挿入孔20が開口されている。   The column end plate 16, the beam end plate 17, and the steel beam end plate 6 have an upper insertion hole 19 into which the upper PC steel material is inserted, and the precast concrete body 10 as the lower joint member 8 and the steel beam. A lower insertion hole 20 for inserting the lower PC steel material is also opened in the material end plate 6.
このようにプレキャストコンクリート体10の上面にH形鋼からなる鉄骨部材9を載置し、この下部フランジ21をアンカーボルト12で固定して接合用端部3を形成し、この接合用端部3を鉄骨梁材2にボルト7で接続することにより、本願発明の梁1を形成することができるので、この梁1は工場または現場において簡単に組み立てることができる。   In this way, the steel member 9 made of H-shaped steel is placed on the upper surface of the precast concrete body 10, and the lower flange 21 is fixed with the anchor bolt 12 to form the joining end 3. This joining end 3 Since the beam 1 of the present invention can be formed by connecting to the steel beam member 2 with the bolt 7, the beam 1 can be easily assembled at the factory or the site.
また図5は第2の実施の形態の梁22であり、この梁22は鉄骨梁材2に外ケーブル23でプレストレスが付与されたものであり、これ以外は第1の実施の形態の梁1と同じ構成である。このプレストレスにより鉄骨梁材2の長さ方向の中央部に上側へのむくりを与えることができる。   FIG. 5 shows a beam 22 according to the second embodiment. This beam 22 is obtained by applying prestress to the steel beam material 2 with an external cable 23. Otherwise, the beam 22 according to the first embodiment. 1 is the same configuration. Due to this prestress, the steel beam member 2 can be peeled upward at the center in the length direction.
なお、上記の第1および第2の実施の形態の梁1、22は、下部接合部材8からスターラップ11が突出して配筋されていたが、このスターラップ11が配筋されていない梁を形成することもできる。   The beams 1 and 22 of the first and second embodiments are arranged with the stirrup 11 protruding from the lower joint member 8. However, the beams without the stirrup 11 are arranged. It can also be formed.
次に、上記の第1の実施の形態の梁1を使用した梁と柱の接合構造(以下接合構造という)について説明する。図6および図7は第1の実施の形態の接合構造24であり、建物の内側に位置した柱25を対象にしたものである。   Next, a beam-column junction structure (hereinafter referred to as a junction structure) using the beam 1 of the first embodiment will be described. 6 and 7 show the joint structure 24 of the first embodiment, which is intended for the pillar 25 located inside the building.
この接合構造24は、柱25の四側面における梁接合用顎26に接合用端部3を介して梁1が架設され、対向設置された梁の接合用端部3同士がPC鋼材27、28で接合されて構成されている。この柱25は、プレストレスが付与されたプレキャストコンクリート柱または鋼管コンクリート柱であり、梁の接合箇所に梁接合用顎26が突設されている。   In this joining structure 24, the beam 1 is installed on the beam joining jaw 26 on the four side surfaces of the column 25 via the joining end 3, and the joining ends 3 of the beams installed opposite to each other are PC steel materials 27, 28. It is joined and configured. This column 25 is a precast concrete column or a steel pipe concrete column to which prestress is applied, and a beam-joining jaw 26 protrudes from a joint portion of the beam.
この梁接合用顎26の上面から柱の側面にかけては支圧板29が設置され、この支圧板29と目地モルタル30を介して接合用端部3が設置されている。すなわち鉄骨部材9の掛止部14が支圧板29を介して梁接合用顎26の上面に設置されるとともに、プレキャストコンクリート体の先端面13が目地モルタル30を介して梁接合用顎26の前面に当接されることにより、掛止部14とプレキャストコンクリート体も先端面13とからなる嵌合部15が梁接合用顎26に嵌め合わされ、支圧板29を除く接合用端部3と柱25との間(接合用端部3と柱25との接合部)には目地モルタル30が充填されている。   A bearing plate 29 is installed from the upper surface of the beam joining jaw 26 to the side of the column, and the joining end 3 is installed through the bearing plate 29 and the joint mortar 30. That is, the latching portion 14 of the steel member 9 is installed on the upper surface of the beam joint jaw 26 via the bearing plate 29, and the front end surface 13 of the precast concrete body is disposed on the front surface of the beam joint jaw 26 via the joint mortar 30. , The fitting portion 15 including the front end surface 13 of the latching portion 14 and the precast concrete body is fitted to the beam joining jaw 26, and the joining end portion 3 excluding the bearing plate 29 and the column 25 are fitted. The joint mortar 30 is filled in between the two (the joint between the joining end 3 and the column 25).
また鉄骨部材9の両側における下部接合部材8の上面には、スターラップ11を覆うように現場打ちコンクリート31が打設され、これが上部フランジ4の上面と同一面になるように打設されて上部接合部材32が形成されている。したがって、この上部接合部材32は下部接合部材8であるプレキャストコンクリート体10と、この上面に設置された鉄骨部材9と、この鉄骨部材9の両側におけるプレキャストコンクリート体上面に打設された現場打ちコンクリート31とから構成されている。   On the upper surface of the lower joint member 8 on both sides of the steel member 9, a cast-in-place concrete 31 is placed so as to cover the stirrup 11, and this is placed so as to be flush with the upper surface of the upper flange 4. A joining member 32 is formed. Therefore, the upper joint member 32 includes the precast concrete body 10 as the lower joint member 8, the steel member 9 installed on the upper surface, and the cast-in-place concrete cast on the upper surface of the precast concrete body on both sides of the steel member 9. 31.
そして、一方の梁の接合用端部3における上部接合部材32の上部挿入孔19から柱25を通って、対向する梁の接合用端部3における上部接合部材32の上部挿入孔19に上部PC鋼材(PC鋼より線、PC鋼線、PC鋼棒およびストランドケーブル)27が配設され、この上部PC鋼材27に所定のプレストレスが付与されて上部接合部材32同士が接合されている。   Then, the upper PC passes through the column 25 from the upper insertion hole 19 of the upper joining member 32 in the joining end 3 of one beam and passes into the upper insertion hole 19 of the upper joining member 32 in the joining end 3 of the opposite beam. A steel material (PC steel strand, PC steel wire, PC steel rod and strand cable) 27 is disposed, and a predetermined prestress is applied to the upper PC steel material 27 so that the upper joining members 32 are joined together.
この上部PC鋼材27は、このように梁1の断面中央部よりも上側に配設(PC鋼材が梁の断面中央部と偏心した箇所に配設)したことにより、梁端部に偏心曲げモーメントが発生して梁の長さ方向の中央部を上側にむくらせることができ、この上側にむくらせた状態でスラブのコンクリート33が打設されている。なお、この上部PC鋼材27は、このように偏心した箇所ではなく、梁1の断面中央部に配設することもできる。   The upper PC steel material 27 is thus arranged above the central portion of the cross section of the beam 1 (disposed at a location where the PC steel material is eccentric from the central portion of the cross section of the beam). Is generated, and the central portion of the beam in the longitudinal direction can be peeled upward, and the concrete 33 of the slab is placed in the state of being peeled upward. In addition, this upper PC steel material 27 can also be arrange | positioned in the cross-sectional center part of the beam 1 instead of the location eccentric in this way.
また、一方の梁の接合用端部3における下部接合部材8の下部挿入孔20から柱25を通って、対向する梁の接合用端部3における下部接合部材8の下部挿入孔20にも下部PC鋼材(PC鋼より線、PC鋼線、PC鋼棒およびストランドケーブル)28が配設されている。この下部PC鋼材28は所定の力で緊張するか、あるいは全く緊張せずに配設されている。   Further, the lower insertion hole 20 of the lower joint member 8 at the joining end 3 of the opposite beam passes through the column 25 from the lower insertion hole 20 of the lower joining member 8 at the joining end 3 of the one beam. A PC steel material (PC steel strand, PC steel wire, PC steel bar, and strand cable) 28 is disposed. The lower PC steel material 28 is arranged with a predetermined force or is not tensed at all.
この上部PC鋼材27と下部PC鋼材28とは、一方の鉄骨梁材のエンドプレート6から、対向する他方の鉄骨梁材のエンドプレート6にかけて配設されているため、鉄骨梁材2と接合用端部3とを接合する働きをする他、この接合用端部3を介して鉄骨梁材2が柱25に接合している。すなわち、接合用端部3を挟むようにして梁1が柱25に接合されている。   Since the upper PC steel material 27 and the lower PC steel material 28 are arranged from the end plate 6 of one steel beam material to the end plate 6 of the other steel beam material facing each other, the steel material 2 and the steel material 2 are joined. In addition to functioning to join the end 3, the steel beam material 2 is joined to the column 25 via the joining end 3. That is, the beam 1 is joined to the column 25 so as to sandwich the joining end 3.
図8および図9は第2の実施の形態の梁と柱の接合構造34であり、建物の外側に位置した柱を対象としている。この梁と柱の接合構造34は、柱25の三側面における梁接合用顎26に接合用端部3を介して梁1が架設され、対向設置された梁の接合用端部3同士がPC鋼材27、28で接合されている。このように柱25の三側面に梁1が架設された以外は、上記の梁と柱の接合構造24と同じ構成である。   FIG. 8 and FIG. 9 show the beam / column joint structure 34 according to the second embodiment, which is intended for a column located outside the building. In this beam-column connecting structure 34, the beam 1 is installed on the beam bonding jaw 26 on the three side surfaces of the column 25 via the bonding end 3, and the beam-bonding ends 3 facing each other are connected to each other by the PC. They are joined by steel materials 27 and 28. Except that the beam 1 is erected on the three side surfaces of the column 25 as described above, the configuration is the same as the above-described beam-column junction structure 24.
また図10は第3の実施の形態の梁と柱の接合構造35であり、この梁と柱の接合構造35は、下部PC鋼材28を、一方の梁における上部接合部材32の上面から下部接合部材8および柱25を通って、対向する他方の梁における下部接合部材8から上部接合部材32の上面にまで配設したものであり、これ以外は第1の実施の形態の梁と柱の接合構造24と同じ構成である。   FIG. 10 shows a beam-column joint structure 35 according to the third embodiment. This beam-column joint structure 35 connects the lower PC steel material 28 to the lower joint from the upper surface of the upper joint member 32 in one beam. The member 8 and the column 25 are arranged from the lower joint member 8 to the upper surface of the upper joint member 32 in the other beam opposite to each other, and the other portions are joined to the beam and the column of the first embodiment. The structure is the same as that of the structure 24.
また図11は第4の実施の形態の梁と柱の接合構造36であり、この梁と柱の接合構造36は、建物の外側に位置した柱を対象とし、これ以外は上記の第3の実施の形態の梁と柱の接合構造35と同じ構成である。   FIG. 11 shows a beam-column connection structure 36 according to the fourth embodiment. This beam-column connection structure 36 is intended for a column located outside the building. This is the same configuration as the beam-column joint structure 35 of the embodiment.
次に、第1の実施の形態の梁と柱の接合構造24を基にして、その接合方法について説明する。はじめに、図1および図2に示すような第1の実施の形態の梁1を組み立て形成する。これは、図4に示すように、プレキャストコンクリート体10の上面にアンカーボルト12で鉄骨部材9を固定する。次に、スターラップ11の上部を鉄骨部材9の上部フランジ4の下側に点溶接すると、図3に示すような接合用端部3が形成される。   Next, a joining method will be described based on the beam-column joining structure 24 of the first embodiment. First, the beam 1 of the first embodiment as shown in FIGS. 1 and 2 is assembled and formed. As shown in FIG. 4, the steel member 9 is fixed to the upper surface of the precast concrete body 10 with anchor bolts 12. Next, when the upper portion of the stirrup 11 is spot-welded to the lower side of the upper flange 4 of the steel member 9, the joining end portion 3 as shown in FIG. 3 is formed.
次に、この接合用端部3を鉄骨梁材2に設置するが、鉄骨部材の梁用エンドプレート17を鉄骨梁材のエンドプレート6にボルト7で接合すると、図1および図2に示すような鉄骨梁材2の両側に接合用端部3が設置された梁1が形成される。   Next, the joining end 3 is installed on the steel beam member 2. When the beam end plate 17 of the steel member is joined to the end plate 6 of the steel beam member with the bolt 7, as shown in FIGS. 1 and 2. A beam 1 having joining end portions 3 installed on both sides of a steel beam member 2 is formed.
次に、この梁の接合用端部3を柱の梁接合用顎26に設置して、梁1を柱間に架設する。この梁接合用顎26の上面から柱の側面にかけては支圧板29が設置されているので、この支圧板29を介して接合用端部3が梁接合用顎26に設置されたことになる。   Next, this beam joining end 3 is placed on the beam joining jaw 26 of the column, and the beam 1 is installed between the columns. Since the bearing plate 29 is installed from the upper surface of the beam joining jaw 26 to the side surface of the column, the joining end 3 is installed on the beam joining jaw 26 through the bearing plate 29.
次に、図7に示すように、上部PC鋼材27を配設する。これは、一方の梁の接合用端部3における上部挿入孔(鉄骨部材の柱用エンドプレート、梁用エンドプレートおよび鉄骨梁材のエンドプレートに開口されたもの)19から柱25を通って、対向する梁の接合用端部3における上部挿入孔(上記と同じ)19に配設する。この上部PC鋼材27はH形鋼である鉄骨部材のウエブ37の両側、すなわちスターラップ11とウエブ37との間に配設される。   Next, as shown in FIG. 7, an upper PC steel material 27 is disposed. This is through the column 25 from the upper insertion hole (opened in the column end plate of the steel member, the end plate for the beam and the end plate of the steel beam material) 19 in the joining end 3 of one beam, It arrange | positions in the upper insertion hole (same as the above) 19 in the joining edge part 3 of the beam which opposes. The upper PC steel material 27 is disposed on both sides of the steel member web 37 made of H-shaped steel, that is, between the stirrup 11 and the web 37.
次に、下部PC鋼材28を配設する。これは、一方の梁の接合用端部3における下部接合部材8の下部挿入孔20から柱25を通って、対向する梁の接合用端部3における下部接合部材8の下部挿入孔(鉄骨部材の梁用エンドプレート、鉄骨梁材のエンドプレートおよびプレキャストコンクリート体に開口されたもの)20に配設する。この時点で、図12の(1)に示すように、柱25の四側面の梁接合用顎26に接合用端部3を介して梁1が架設されたことになる。   Next, the lower PC steel material 28 is disposed. This is because the lower insertion hole 20 (steel member) of the lower joining member 8 at the joining end 3 of the opposite beam passes through the column 25 from the lower insertion hole 20 of the lower joining member 8 at the joining end 3 of one beam. The end plate for the beam, the end plate of the steel beam material, and the one opened to the precast concrete body) 20. At this time, as shown in FIG. 12 (1), the beam 1 is installed on the beam joining jaw 26 on the four side surfaces of the column 25 via the joining end 3.
次に、支圧板29が柱と梁の接合部39に介在されているため、この接合部39に目地モルタル30を充填することなく、上部PC鋼材27を所定の力で緊張して定着すると、プレストレスが付与されて接合用端部3が柱25に接合される。また下部PC鋼材28も所定の力(上部PC鋼材よりも弱い力)で緊張する。なお、この下部PC鋼材28は、緊張しなくてもよい。   Next, since the bearing plate 29 is interposed in the joint part 39 between the column and the beam, the upper PC steel material 27 is tensioned and fixed with a predetermined force without filling the joint mortar 30 in the joint part 39, Prestress is applied and the joining end 3 is joined to the column 25. The lower PC steel 28 is also tensioned with a predetermined force (a weaker force than the upper PC steel). In addition, this lower PC steel material 28 does not need to be tense.
この上部PC鋼材27を梁の断面中央部よりも上側に配設(PC鋼材が梁の断面中央部と偏心した箇所に配設)したことにより、梁端部には偏心曲げモーメントが発生して梁の長さ方向の中央部を上側にむくらせることができる。そして、この接合用端部3と柱25との間に目地モルタル30を充填する。   By arranging the upper PC steel material 27 above the center of the cross section of the beam (located at a location where the PC steel material is eccentric from the center of the cross section of the beam), an eccentric bending moment is generated at the end of the beam. The central part in the longitudinal direction of the beam can be peeled upward. The joint mortar 30 is filled between the joining end 3 and the column 25.
次に、図12の(2)に示すように、上部接合部材32を形成するために、鉄骨部材9の両側に現場コンクリート31を打設するが、この現場打ちコンクリート31を打設するための型枠38を組み立てる。そして、この型枠にスラブ用のデッキプレート40を設置し、このデッキプレート40の上面および型枠38内に現場打ちコンクリート31を打設して、スラブ33および上部接合部材32を形成する。そして、このコンクリート31が硬化した後に、型枠38を解体すると、梁1を上側にむくらせた状態で梁と柱の接合構造24が完成する。   Next, as shown in (2) of FIG. 12, in-situ concrete 31 is placed on both sides of the steel member 9 in order to form the upper joint member 32. Assemble the formwork 38. Then, a slab deck plate 40 is installed in the mold, and the cast-in-place concrete 31 is placed in the upper surface of the deck plate 40 and in the mold 38 to form the slab 33 and the upper joint member 32. Then, after the concrete 31 is hardened, the formwork 38 is disassembled, and the beam-column joint structure 24 is completed with the beam 1 facing upward.
一方、他の実施の形態として、スラブ33および上部接合部材32を形成する現場打ちコンクリート31を打設した後に、上部PC鋼材27を緊張することもできる。これは柱25の四側面の梁接合用顎26に接合用端部3を介して梁1を架設し、この各接合用端部3に上部PC鋼材27と下部PC鋼材28を配設した後に、各接合用端部3と柱25との間に目地モルタル30を充填する。   On the other hand, as another embodiment, after placing the cast-in-place concrete 31 forming the slab 33 and the upper joint member 32, the upper PC steel material 27 can be tensioned. This is because the beam 1 is installed on the beam-joining jaws 26 on the four side surfaces of the column 25 via the joining end portions 3, and the upper PC steel material 27 and the lower PC steel material 28 are disposed on each joining end portion 3. The joint mortar 30 is filled between each joining end 3 and the column 25.
次に、上部接合部材32を形成するための型枠38を組み立て形成し、この型枠にスラブ用のデッキプレート40を設置し、このデッキプレート40の上面および型枠38内に現場打ちコンクリート31を打設して、スラブ33および上部接合部材32を形成する。   Next, a mold frame 38 for forming the upper joint member 32 is assembled and formed, a slab deck plate 40 is installed in the mold frame, and the cast-in-place concrete 31 is placed on the upper surface of the deck plate 40 and in the mold frame 38. To form the slab 33 and the upper joining member 32.
そして、このコンクリート31が硬化した後に、型枠38の解体および、上部PC鋼材27を所定の力で緊張して梁と柱の接合構造24を完成させる。また下部PC鋼材28も所定の力(上部PC鋼材よりも弱い力)で緊張することもでき、あるいは緊張しなくてもよい。   After the concrete 31 is hardened, the disassembly of the formwork 38 and the upper PC steel material 27 are tensioned with a predetermined force to complete the beam-column joint structure 24. Also, the lower PC steel material 28 can be tensioned with a predetermined force (a weaker force than the upper PC steel material) or may not be tensioned.
なお、第2の実施の形態の梁22を使用した梁と柱の接合方法、および第2〜第4の実施の形態における梁と柱の接合構造24,34、35、36も上記と同じ方法によって接合するものである。   The beam-column joining method using the beam 22 of the second embodiment and the beam-column joining structures 24, 34, 35, 36 in the second to fourth embodiments are the same method as described above. It joins by.
第1の実施の形態の梁であり、(1)は正面図、(2)は(1)のA−A線断面図、(3)は同B−B線断面図である。It is a beam of a 1st embodiment, (1) is a front view, (2) is an AA line sectional view of (1), and (3) is the BB line sectional view. 第1の実施の形態の梁の平面図である。It is a top view of the beam of a 1st embodiment. 第1の実施の形態の梁の接合用端部の斜視図である。It is a perspective view of the edge part for joining of the beam of a 1st embodiment. 第1の実施の形態の梁の接合用端部であり、(1)は分解斜視図、(2)は同斜視図である。It is the edge part for joining of the beam of 1st Embodiment, (1) is a disassembled perspective view, (2) is the perspective view. 第2の実施の形態の梁であり、(1)は正面図、(2)は(1)のC−C線断面図、(3)は同D−D線断面図である。It is a beam of 2nd Embodiment, (1) is a front view, (2) is CC sectional view taken on the line of (1), (3) is DD sectional view taken on the line. 第1の実施の形態の梁と柱の接合構造の平面図である。It is a top view of the joint structure of a beam and a column of a 1st embodiment. 第1の実施の形態の梁と柱の接合構造であり、(1)は断面図、(2)は(1)のE−E線断面図、(3)は同F−F線断面図である。1 is a cross-sectional view of a beam and a column according to the first embodiment, (1) is a cross-sectional view, (2) is a cross-sectional view taken along line EE of (1), and (3) is a cross-sectional view taken along line FF. is there. 第2の実施の形態の梁と柱の接合構造の平面図である。It is a top view of the junction structure of a beam and a column of a 2nd embodiment. 第2の実施の形態の梁と柱の接合構造の断面図である。It is sectional drawing of the junction structure of the beam and column of 2nd Embodiment. 第3の実施の形態の梁と柱の接合構造の断面図である。It is sectional drawing of the junction structure of the beam and column of 3rd Embodiment. 第4の実施の形態の梁と柱の接合構造の断面図である。It is sectional drawing of the junction structure of the beam and column of 4th Embodiment. 第1の実施の形態の梁と柱の接合方法であり、(1)は斜視図、(2)は上部接合部材の現場打ちコンクリートを打設した断面図である。It is the joining method of the beam and the column of 1st Embodiment, (1) is a perspective view, (2) is sectional drawing which laid the cast-in-place concrete of the upper joining member. 従来の梁と柱の接合構造の断面図である。It is sectional drawing of the conventional junction structure of a beam and a column.
符号の説明Explanation of symbols
1、22、43 梁
2 鉄骨部材
3 接合用端部
4 上部フランジ
5 スタッドボルト
6 エンドプレート
7 ボルト
8 下部接合部材
9 鉄骨部材
10 プレキャストコンクリート体
11 スターラップ
12 アンカーボルト
13 先端面
14 掛止部
15 嵌合部
16 柱用エンドプレート
17 梁用エンドプレート
18 連結プレート
19 上部挿入孔
20 下部挿入孔
21 下部フランジ
23 外ケーブル
24、34,35,36 接合構造
25、41 柱
26、42 梁接合用顎
27、46 上部PC鋼材
28 下部PC鋼材
29 支圧板
30、45 目地モルタル
31 現場打ちコンクリート
32 上部接合部材
33 スラブのコンクリート
37 ウエブ
38 型枠
39、44 接合部
40 デッキプレート
1, 22 and 43 Beam 2 Steel member 3 Joining end 4 Upper flange 5 Stud bolt 6 End plate 7 Bolt 8 Lower joining member 9 Steel member 10 Precast concrete body 11 Star wrap 12 Anchor bolt 13 End face 14 Hook 15 Mating portion 16 End plate for column 17 End plate for beam 18 Connecting plate 19 Upper insertion hole 20 Lower insertion hole 21 Lower flange 23 Outer cable 24, 34, 35, 36 Joint structure 25, 41 Column 26, 42 Beam joint jaw 27, 46 Upper PC steel 28 Lower PC steel 29 Bearing plate 30, 45 Joint mortar 31 Cast-in-place concrete 32 Upper joint member 33 Slab concrete 37 Web 38 Mold 39, 44 Joint 40 Deck plate

Claims (8)

  1. 鉄骨梁材の両側に接合用端部が設置され、該接合用端部はコンクリート体の下部接合部材と、該下部接合部材の上面に設置された鉄骨部材とからなり、該鉄骨部材が下部接合部材よりも幅狭で、その先端部が下部接合部材の先端から突出して設置すると共に、該鉄骨部材の両側における下部接合部材の上面からスターラップの上部が突出し、このスターラップの上部が鉄骨部材にまで配筋されたことを特徴とする梁。 End portions for joining are installed on both sides of the steel beam material. The joining end portions are composed of a lower joint member of a concrete body and a steel member installed on the upper surface of the lower joint member, and the steel member is joined to the lower portion. It is narrower than the member, and its tip part protrudes from the tip of the lower joint member, and the upper part of the star wrap projects from the upper surface of the lower joint member on both sides of the steel member, and the upper part of the star wrap is the steel member beam, characterized in that it is reinforcement to a.
  2. 鉄骨梁材には外ケーブルが配線され、該外ケーブルでプレストレスが付与されたことを特徴とする請求項に記載の梁。 The beam according to claim 1 , wherein an outer cable is wired on the steel beam material, and prestress is applied to the outer beam.
  3. 柱の梁接合用顎に請求項1乃至2のいずれかの梁が接合用端部を介して架設され、該接合用端部が、接合用端部から柱にかけて配設されたPC鋼材で接合され、鉄骨部材の両側における下部接合部材にはコンクリートが打設されてなることを特徴とする梁と柱の接合構造。 The beam according to any one of claims 1 and 2 is installed on a beam-joining jaw of a column via a joining end, and the joining end is joined by a PC steel material disposed from the joining end to the column. A beam-column connection structure characterized in that concrete is cast on lower joint members on both sides of a steel member.
  4. PC鋼材は、梁の断面中央部よりも上側に配設されたことを特徴とする請求項に記載の梁と柱の接合構造。 The joint structure of a beam and a column according to claim 3 , wherein the PC steel material is disposed above the center of the cross section of the beam.
  5. 接合用端部は支圧板を介して柱に接合されたことを特徴とする請求項またはに記載の梁と柱の接合構造。 The beam-column joining structure according to claim 3 or 4 , wherein the joining end portion is joined to the column via a bearing plate.
  6. 柱の梁接合用顎に請求項1乃至2のいずれかの梁を接合用端部を介して架設し、該接合用端部と柱とにかけて配設したPC鋼材を所定の力で緊張した後、鉄骨部材の両側における下部接合部材にコンクリートを打設することを特徴とする梁と柱の接合方法。 After laying the beam according to any one of claims 1 and 2 on a beam-joining jaw of a column via a joining end, and tensioning the PC steel material arranged between the joining end and the column with a predetermined force A method of joining a beam and a column, wherein concrete is cast on lower joint members on both sides of the steel member.
  7. 柱の梁接合用顎に請求項1乃至2のいずれかの梁を接合用端部を介して架設し、該接合用端部と柱とにかけてPC鋼材を配設した後、鉄骨部材の両側における下部接合部材にコンクリートを打設し、該コンクリートが硬化した後に前記PC鋼材を所定の力で緊張することを特徴とする梁と柱の接合方法。 The beam according to any one of claims 1 and 2 is installed on the column beam-joining jaw via the joining end portion, and after the PC steel material is disposed between the joining end portion and the column, the beam is formed on both sides of the steel member. A method of joining a beam and a column, wherein concrete is placed on a lower joining member, and the PC steel material is tensioned with a predetermined force after the concrete is hardened.
  8. 梁の接合用端部と柱との接合部に支圧板を介在させることを特徴とする請求項6または7に記載の梁と柱の接合方法。 The method of joining a beam and a column according to claim 6 or 7 , wherein a bearing plate is interposed at the junction between the beam end and the column.
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JP6209702B1 (en) * 2017-05-29 2017-10-04 黒沢建設株式会社 Column-to-column connection structure with thrust force introduced by turning off beam members

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JP5866689B1 (en) * 2015-02-10 2016-02-17 黒沢建設株式会社 PC lampway building

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
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