JP6775327B2 - Structure of pillar joint - Google Patents

Structure of pillar joint Download PDF

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JP6775327B2
JP6775327B2 JP2016097875A JP2016097875A JP6775327B2 JP 6775327 B2 JP6775327 B2 JP 6775327B2 JP 2016097875 A JP2016097875 A JP 2016097875A JP 2016097875 A JP2016097875 A JP 2016097875A JP 6775327 B2 JP6775327 B2 JP 6775327B2
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steel
steel plate
joint
column
reinforcing bar
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JP2017206819A (en
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沢馬 川上
沢馬 川上
元伸 前川
元伸 前川
豪人 熊野
豪人 熊野
元希 内山
元希 内山
通 高倉
通 高倉
幸弘 濱田
幸弘 濱田
定邦 須賀
定邦 須賀
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Takenaka Corp
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Description

本発明は、柱仕口部の構造に関する。 The present invention relates to the structure of a column joint.

特許文献1に示された鉄筋コンクリート柱と鉄骨梁との仕口部の構造では、鉄筋コンクリート柱の対向する側面に一対のエンドプレートが固定されている。鉄筋コンクリート柱の内部には鉄筋が埋設され、この鉄筋の両端部は、エンドプレートの固定棒挿通孔からそれぞれ突出している。この突出部分にナットを螺合することにより、エンドプレートが鉄筋コンクリート柱の側面に固定されている。 In the structure of the joint portion between the reinforced concrete column and the steel frame beam shown in Patent Document 1, a pair of end plates are fixed to the opposite side surfaces of the reinforced concrete column. Reinforcing bars are embedded inside the reinforced concrete columns, and both ends of the reinforcing bars project from the fixing rod insertion holes of the end plate. The end plate is fixed to the side surface of the reinforced concrete column by screwing a nut into this protruding portion.

特開平5−39630号公報Japanese Unexamined Patent Publication No. 5-39630

上記特許文献1に示された鉄筋コンクリート柱と鉄骨梁との仕口部の構造では、エンドプレートから鉄筋及びナットが突出している。このため2本の鉄筋コンクリート柱の間に鉄骨梁を設置する際にこの突出した鉄筋及びナットと鉄骨梁との干渉を避けるためには、突出した鉄筋及びナットと干渉しない方向から鉄骨梁を移動する必要がある。 In the structure of the joint portion between the reinforced concrete column and the steel frame beam shown in Patent Document 1, the reinforcing bar and the nut protrude from the end plate. Therefore, when installing a steel beam between two reinforced concrete columns, in order to avoid interference between the protruding reinforcing bar and nut and the steel beam, move the steel beam from a direction that does not interfere with the protruding reinforcing bar and nut. There is a need.

また、鉄筋及びナットとの干渉に配慮することなく自由な方向から鉄骨梁を移動するためには、鉄骨梁を端部材(ブラケット)と中央部材に分割し、端部材をエンドプレートに溶接した後、中央部材を端部材に溶接する必要がある。 Further, in order to move the steel beam from a free direction without considering the interference with the reinforcing bar and the nut, the steel beam is divided into an end member (bracket) and a central member, and the end member is welded to the end plate. , It is necessary to weld the central member to the end member.

このように、鉄筋コンクリート柱の側面に固定したエンドプレートから鉄筋やナットが突出している場合、鉄骨梁の施工効率が悪くなる。 In this way, when the reinforcing bars and nuts protrude from the end plate fixed to the side surface of the reinforced concrete column, the construction efficiency of the steel frame beam deteriorates.

本発明は上記事実を考慮して、梁を接合しやすい柱の仕口部構造を提供することを目的とする。 In view of the above facts, an object of the present invention is to provide a column joint structure in which beams can be easily joined.

請求項1に記載の柱仕口部の構造は、プレキャストコンクリート製の柱仕口部と、前記柱仕口部の両側面へ前記柱仕口部の上下に亘って配置された一対の鋼板と、前記柱仕口部に埋設され、両端部に前記一対の鋼板がそれぞれ固定されると共に、前記鋼板の外面から前記両端部が略突出しない鋼材と、を有する。 The structure of the column joint according to claim 1 is a column joint made of precast concrete and a pair of steel plates arranged above and below the column joint on both side surfaces of the column joint. , embedded in the pillar Joint portion, the pair of the steel sheet is fixed to both ends, having a steel in which the both end portions do not substantially protrude from the outer surface of the steel sheet.

請求項1に記載の柱仕口部の構造によると、柱仕口部に埋設された鋼材が鋼板の外面から略突出しない。このため梁を2本の柱間に配置する際に、鋼材と梁とが干渉しにくいので、梁を任意の方向から移動して施工することができる。例えばクレーンで梁を揚重し、鉛直上方向から移動して2本の柱間に落とし込み、所定の位置に配置することができる。したがって、鋼板の外面から鋼材が突出する場合と比較して、梁を柱に接合しやすい。 According to the structure of the column joint according to claim 1, the steel material embedded in the column joint does not substantially protrude from the outer surface of the steel plate. Therefore, when the beam is arranged between the two columns, the steel material and the beam are less likely to interfere with each other, so that the beam can be moved from an arbitrary direction for construction. For example, a beam can be lifted by a crane, moved from vertically above, dropped between two columns, and placed at a predetermined position. Therefore, it is easier to join the beam to the column as compared with the case where the steel material protrudes from the outer surface of the steel plate.

なお、「鋼材が鋼板の外面から略突出しない」とは、鋼材が鋼板の外面から全く突出しない状態のほか、鋼材と梁との干渉が施工上支障とならない程度に突出している状態を含む。 The phrase "the steel material does not substantially protrude from the outer surface of the steel sheet" includes a state in which the steel material does not protrude from the outer surface of the steel plate at all and a state in which the steel material protrudes to the extent that interference between the steel material and the beam does not hinder the construction.

請求項2に記載の柱仕口部の構造は、一方の前記鋼板の内面に前記鋼材の一端部が溶接され、他方の前記鋼板に形成された貫通孔には、前記鋼材の他端部が挿入され、他方の前記鋼板の外面から前記鋼板に溶接されている。 In the structure of the column joint portion according to claim 2, one end of the steel material is welded to the inner surface of one of the steel plates, and the other end of the steel material is formed in a through hole formed in the other steel plate. It is inserted and welded to the steel sheet from the outer surface of the other steel sheet.

請求項2に記載の柱仕口部の構造によると、一対の鋼板と鋼材とを組み付けるとき、一方の鋼板を下にして鋼材の一端部を下向き作業で溶接し、鋼材の他端部へ他方の鋼板の貫通孔を挿入することで、下向き作業で他方の鋼板の外面側から鋼材の他端部を他方の鋼板に溶接できる。このため、他方の鋼板の内面に鋼材の端部を溶接する上向き作業と比較すると、溶接作業が楽になる。 According to the structure of the column joint according to claim 2, when assembling a pair of steel plates and a steel material, one steel plate is turned down and one end of the steel material is welded downward to the other end of the steel material. By inserting the through hole of the steel plate of the above, the other end of the steel material can be welded to the other steel plate from the outer surface side of the other steel plate by downward work. Therefore, the welding work becomes easier as compared with the upward work of welding the end portion of the steel material to the inner surface of the other steel plate.

また、組み立てられた一対の鋼板は、柱仕口部の型枠の一部として使用できる。このため、型枠用の材料を削減し、また型枠を撤去する手間を減らすことができる。 In addition, the assembled pair of steel plates can be used as a part of the formwork of the column joint. Therefore, the material for the formwork can be reduced, and the labor for removing the formwork can be reduced.

請求項3に記載の柱仕口部の構造は、前記鋼材は鉄筋とされ、前記柱仕口部の上部と下部に埋設される。 In the structure of the column joint according to claim 3, the steel material is made of a reinforcing bar and is embedded in the upper part and the lower part of the column joint.

請求項3に記載の柱仕口部の構造によると、鉄筋が柱仕口部の上部と下部に埋設されるため、鋼板に接合した梁に作用する曲げモーメントを柱に伝達することができる。 According to the structure of the column joint according to claim 3, since the reinforcing bars are embedded in the upper part and the lower part of the column joint, the bending moment acting on the beam joined to the steel plate can be transmitted to the column.

本発明に係る柱仕口部の構造によると、梁を柱に接合しやすい。 According to the structure of the column joint according to the present invention, it is easy to join the beam to the column.

(A)は本発明の第1実施形態に係る柱の仕口部構造を示す平断面図であり、(B)は(A)のB−B線断面図である。(A) is a plan sectional view which shows the joint structure of the column which concerns on 1st Embodiment of this invention, and (B) is the BB line sectional view of (A). 本発明の第1実施形態に係る柱の仕口部構造における鉄筋と鋼板の接合状態を示す拡大図である。It is an enlarged view which shows the joint state of the reinforcing bar and the steel plate in the joint structure of the column which concerns on 1st Embodiment of this invention. 本発明の第1実施形態に係る柱の仕口部構造を示す図1の3−3線断面図である。It is a cross-sectional view of line 3-3 of FIG. 本発明の第1実施形態に係る柱の仕口部構造の施工方法を示す断面図であり、(A)は一方の鋼板に鉄筋の一端部を溶接した状態を示し、(B)は鉄筋の他端部に他方の鋼板の貫通孔を通す前の状態を示し、(C)は他方の鋼板の貫通孔に鉄筋の他端部を通し、鉄筋の他端部と貫通孔の孔壁とを溶接した状態を示し、(D)は2枚の鋼板を型枠としてコンクリートを打設した状態を示している。It is sectional drawing which shows the construction method of the joint structure of the column which concerns on 1st Embodiment of this invention, (A) shows the state which welded one end part of the reinforcing bar to one steel plate, (B) is the state of the reinforcing bar. The state before passing the through hole of the other steel plate through the other end is shown, and in (C), the other end of the reinforcing bar is passed through the through hole of the other steel plate, and the other end of the reinforcing bar and the hole wall of the through hole are formed. The welded state is shown, and (D) shows the state in which concrete is cast using two steel plates as a formwork. (A)は本発明の第1実施形態に係る柱の仕口部構造において梁を施工している状態を示す立面図であり、(B)は比較例に係る柱の仕口部構造において梁を施工している状態を示す部分拡大立面図である。(A) is an elevational view showing a state in which a beam is constructed in the joint structure of a column according to the first embodiment of the present invention, and (B) is a joint structure of a column according to a comparative example. It is a partially enlarged elevation view which shows the state which a beam is constructed. (A)は本発明の第1実施形態に係る柱の仕口部構造において鉄筋の突出許容範囲を示す部分拡大図である。(A) is a partially enlarged view which shows the protrusion allowable range of a reinforcing bar in the joint structure of a column which concerns on 1st Embodiment of this invention. (A)は本発明の第1実施形態に係る柱の仕口部構造において2枚の鋼板に貫通孔を形成した変形例を示す平断面図であり、(B)は(A)のB−B線断面図である。(A) is a plan sectional view showing a modified example in which through holes are formed in two steel plates in the joint structure of a column according to the first embodiment of the present invention, and (B) is a plan sectional view showing B- of (A). It is a cross-sectional view of line B. 本発明の第2実施形態に係る柱の仕口部構造を示す平断面図である。It is a plan sectional view which shows the joint structure of the column which concerns on 2nd Embodiment of this invention. 本発明の第2実施形態に係る柱の仕口部構造の施工方法を示す断面図であり、(A)は一方の鋼板の貫通孔に全ネジボルトを捩じ込んで螺合させた状態を示し、(B)は全ネジボルトにプレートナットを螺合させた状態を示し、(C)は双方の鋼板の貫通孔に全ネジボルトを捩じ込んで螺合させた状態を示し、(D)は全ネジボルトと鋼板の貫通孔との間に接着剤を含浸させた状態を示している。It is sectional drawing which shows the construction method of the joint structure of the column which concerns on 2nd Embodiment of this invention, and (A) shows the state which all screw bolts were screwed into the through hole of one steel plate and screwed. , (B) show the state where the plate nut is screwed into all the screw bolts, (C) shows the state where all the screw bolts are screwed into the through holes of both steel plates and screwed, and (D) shows the state where all the screw bolts are screwed. It shows a state in which an adhesive is impregnated between the screw bolt and the through hole of the steel plate. 本発明の第1実施形態に係る柱の仕口部構造の変形例を示す立断面図であり、柱に接合したブラケットに梁を接合した状態を示している。It is a vertical sectional view which shows the modification of the joint structure of the column which concerns on 1st Embodiment of this invention, and shows the state which the beam is joined to the bracket which joined to a column.

[第1実施形態]
図1(A)、(B)に示すように、第1実施形態に係る柱の仕口部構造10は、プレキャストコンクリート製の柱仕口部22と、柱仕口部22の両側面へ配置された一対の鋼板30、40と、柱仕口部22に埋設された鉄筋50と、を備えている。鋼板30の外側面(外面)30AにはH形鋼の梁60が溶接されている。同様に、鋼板40の外側面(外面)40AにはH形鋼の梁60が溶接されている。なお、柱仕口部22は図1(B)に示す柱20の一部であり、破線で囲まれた範囲内、すなわち鋼板30、40に挟まれた範囲である。
[First Embodiment]
As shown in FIGS. 1A and 1B, the column joint structure 10 according to the first embodiment is arranged on both sides of the column joint 22 made of precast concrete and the pillar joint 22. It includes a pair of steel plates 30 and 40, and a reinforcing bar 50 embedded in a column joint 22. An H-shaped steel beam 60 is welded to the outer surface (outer surface) 30A of the steel plate 30. Similarly, an H-shaped steel beam 60 is welded to the outer surface (outer surface) 40A of the steel plate 40. The column joint 22 is a part of the column 20 shown in FIG. 1 (B), and is within the range surrounded by the broken line, that is, the range sandwiched between the steel plates 30 and 40.

図2に示すように鉄筋50は異形鉄筋とされ、鉄筋50の端部50Aには、開先が形成されて鋼板40の内側面(内面)40Bに溶接されている。また、鉄筋50の端部50Bには端部50Aと同様に開先が形成され、鋼板30の貫通孔32に挿入されて貫通孔32の孔壁に溶接されている。なお、端部50Bは鋼板30の外側面30Aから内側面30Bの間、すなわち鋼板30の厚みtの範囲内に配置されており、外側面30Aから突出していない。なお、鉄筋50は本発明における鋼材の一例である。 As shown in FIG. 2, the reinforcing bar 50 is a deformed reinforcing bar, and a groove is formed at the end portion 50A of the reinforcing bar 50 and welded to the inner surface (inner surface) 40B of the steel plate 40. Further, a groove is formed in the end portion 50B of the reinforcing bar 50 in the same manner as the end portion 50A, and is inserted into the through hole 32 of the steel plate 30 and welded to the hole wall of the through hole 32. The end portion 50B is arranged between the outer side surface 30A and the inner side surface 30B of the steel plate 30, that is, within the range of the thickness t of the steel plate 30, and does not protrude from the outer surface 30A. The reinforcing bar 50 is an example of the steel material in the present invention.

図3には鋼板30の外側面30Aが正面視で示されており、外側面30Aには貫通孔32、貫通孔32に充填された溶接部又は鉄筋50が露出している。図3に示すように、鉄筋50は、梁60の上フランジ60Aが接合される部分の上部に12本、下部に4本埋設され、梁60の下フランジ60Cが接合される部分の下部に6本、上部に4本埋設されている。これにより、鉄筋50は柱仕口部22における梁主筋として機能する。なお、鉄筋50の本数、配置については、柱仕口部22に求められる耐力に応じて適宜変更することができる。 In FIG. 3, the outer surface 30A of the steel plate 30 is shown in a front view, and the through hole 32 and the welded portion or the reinforcing bar 50 filled in the through hole 32 are exposed on the outer surface 30A. As shown in FIG. 3, 12 reinforcing bars 50 are embedded in the upper part and 4 pieces in the lower part of the portion where the upper flange 60A of the beam 60 is joined, and 6 in the lower part of the part where the lower flange 60C of the beam 60 is joined. Four books are buried in the upper part. As a result, the reinforcing bar 50 functions as a beam main bar at the column joint 22. The number and arrangement of the reinforcing bars 50 can be appropriately changed according to the proof stress required for the column joint 22.

(施工方法)
柱の仕口部構造10を施工するには、まず、図4(A)に示すように、鋼板40を作業床FLに載置し、上面に鉄筋50の端部50Aを溶接する。このとき鉄筋50が溶接される鋼板40の上面が、後の工程で打設されるコンクリートと接する内側面40Bとなる。なお、作業床FLは作業台などであってもよい。
(Construction method)
In order to construct the joint structure 10 of the column, first, as shown in FIG. 4A, the steel plate 40 is placed on the work floor FL, and the end portion 50A of the reinforcing bar 50 is welded to the upper surface. At this time, the upper surface of the steel plate 40 to which the reinforcing bar 50 is welded becomes the inner side surface 40B in contact with the concrete to be cast in a later process. The workbench FL may be a workbench or the like.

次に図4(B)に示すように、鉄筋50と対応する位置に貫通孔32が形成された鋼板30を上方から落とし込み、貫通孔32に鉄筋50の端部50Bを通す。このとき、端部50Bが鋼板30の外側面30Aから突出しないように、長さを調節した支柱70等を配置しておき、鋼板30を仮固定する。 Next, as shown in FIG. 4B, the steel plate 30 having the through hole 32 formed at the position corresponding to the reinforcing bar 50 is dropped from above, and the end portion 50B of the reinforcing bar 50 is passed through the through hole 32. At this time, a column 70 or the like whose length is adjusted is arranged so that the end portion 50B does not protrude from the outer surface 30A of the steel plate 30, and the steel plate 30 is temporarily fixed.

次に図4(C)に示すように、鉄筋50の端部50Bを貫通孔32の孔壁に溶接する。この際、溶接作業は鋼板30の外側面30A側から行う。 Next, as shown in FIG. 4C, the end portion 50B of the reinforcing bar 50 is welded to the hole wall of the through hole 32. At this time, the welding work is performed from the outer surface 30A side of the steel plate 30.

次に図4(D)に示すように、図示しない柱主筋及び帯筋を配筋し、鋼板30の内側面30B及び鋼板40の内側面40Bと同面になるように、柱仕口部22以外の部分(本体部24)の型枠72を組み立て、コンクリートを打設する。このとき、鋼板30及び鋼板40は型枠として機能し、鉄筋50はセパレーターとして機能する。柱仕口部22と、本体部24のコンクリートが同時に打設されることにより、プレキャストコンクリートの柱20が形成される。プレキャストコンクリートの柱20は、硬化後建設現場に搬入され、図1(B)に示すように梁60が接合される。 Next, as shown in FIG. 4D, column main bars and band bars (not shown) are arranged so that they are flush with the inner side surface 30B of the steel plate 30 and the inner side surface 40B of the steel plate 40. Assemble the formwork 72 of the other part (main body part 24), and cast concrete. At this time, the steel plate 30 and the steel plate 40 function as a formwork, and the reinforcing bar 50 functions as a separator. The pillar 20 of the precast concrete is formed by simultaneously placing the concrete of the pillar joint portion 22 and the main body portion 24. The precast concrete column 20 is brought into the construction site after hardening, and the beam 60 is joined as shown in FIG. 1 (B).

なお、本実施形態においてプレキャストコンクリートの柱20は、柱仕口部22を形成するコンクリートと本体部24を形成するコンクリートとが一体的に打設されて形成されているが、本発明の実施形態はこれに限られない。例えば、柱仕口部22を形成するコンクリートと本体部24を形成するコンクリートとを別々の型枠に打設し、硬化・脱型後、現場で本体部24と柱仕口部22とを接合してもよい。この場合は、柱仕口部22のコンクリート打設時に図4(D)に示す本体部24の型枠72は配置されない。 In the present embodiment, the pillar 20 of the precast concrete is formed by integrally casting the concrete forming the pillar joint 22 and the concrete forming the main body 24, but the embodiment of the present invention is formed. Is not limited to this. For example, the concrete forming the pillar joint 22 and the concrete forming the main body 24 are placed in separate formwork, and after hardening and demolding, the main body 24 and the pillar joint 22 are joined at the site. You may. In this case, the formwork 72 of the main body 24 shown in FIG. 4D is not arranged when the concrete is placed at the column joint 22.

(作用・効果)
第1実施形態の柱の仕口部構造10では、図1(B)に示すように、鋼板30、40の外側面30A、40Aから鉄筋50が突出していない。このため図5(A)に示すように、2本の柱20の間に梁60を設置する場合、梁60を上方向から落とし込んで施工することができる。より具体的には、梁60の長さL2が、隣接する柱20の鋼板30の外側面30Aと鋼板40の外側面40Aとの距離L1より少しでも小さければ、梁60を上方向から移動して施工することができる。このため、隣接する柱20の間に配置する梁を、一部材で形成することができる。
(Action / effect)
In the column joint structure 10 of the first embodiment, as shown in FIG. 1B, the reinforcing bars 50 do not protrude from the outer surfaces 30A and 40A of the steel plates 30 and 40. Therefore, as shown in FIG. 5A, when the beam 60 is installed between the two columns 20, the beam 60 can be dropped from above for construction. More specifically, if the length L2 of the beam 60 is smaller than the distance L1 between the outer surface 30A of the steel plate 30 of the adjacent column 20 and the outer surface 40A of the steel plate 40, the beam 60 is moved from above. Can be constructed. Therefore, the beam to be arranged between the adjacent columns 20 can be formed by one member.

これに対して、図5(B)に示す比較例に係る柱の仕口部構造100においては、鋼板300の表面には、鋼板300を柱仕口部220に固定するためのボルト頭B及びナットNが突出した突出部320が形成されている。このため、例えば梁600の長さL4が、隣接する柱200に固定された鋼板300の外側面300A間の距離L3より小さくても、梁600と突出部320とが干渉するため、梁600を上方向から移動して施工できないことがある。この場合、梁600は突出部320と干渉しない方向から移動する必要がある。 On the other hand, in the column joint structure 100 according to the comparative example shown in FIG. 5 (B), on the surface of the steel plate 300, a bolt head B for fixing the steel plate 300 to the column joint 220 and a bolt head B A protruding portion 320 is formed in which the nut N protrudes. Therefore, for example, even if the length L4 of the beam 600 is smaller than the distance L3 between the outer surfaces 300A of the steel plate 300 fixed to the adjacent column 200, the beam 600 and the projecting portion 320 interfere with each other, so that the beam 600 is used. It may not be possible to move from above and construct. In this case, the beam 600 needs to move from a direction that does not interfere with the protrusion 320.

また、突出部320との干渉に配慮することなく自由な方向から梁を移動するためには、例えば鋼板300に突出部320よりも突出幅の大きいブラケット340を接合し、このブラケット340の間に、梁620を移動して施工する必要がある。すなわち、隣接する柱200の間に架け渡す梁を、ブラケット340、及び梁620のように複数の部材で形成する必要がある。このように、鋼板300の表面に突出部320が形成されている場合、施工上・設計上の制約が生じる。 Further, in order to move the beam from a free direction without considering the interference with the protrusion 320, for example, a bracket 340 having a protrusion width larger than that of the protrusion 320 is joined to the steel plate 300, and between the brackets 340. , It is necessary to move the beam 620 for construction. That is, it is necessary to form the beam to be bridged between the adjacent columns 200 by a plurality of members such as the bracket 340 and the beam 620. In this way, when the protruding portion 320 is formed on the surface of the steel plate 300, there are restrictions on construction and design.

なお、本実施形態では鋼板30の外側面30Aから鉄筋50が突出していないものとしたが、本発明の実施形態はこれに限られない。例えば図6に突出幅t1で示すように、鉄筋50は鋼板30の外側面30Aから僅かに突出していてもよい。 In the present embodiment, the reinforcing bar 50 does not protrude from the outer surface 30A of the steel plate 30, but the embodiment of the present invention is not limited to this. For example, as shown by the protrusion width t1 in FIG. 6, the reinforcing bar 50 may slightly protrude from the outer surface 30A of the steel plate 30.

より具体的には、鋼板30に梁60を溶接するためには、梁60のフランジ60A、ウェブ60Bの先端にそれぞれフランジ開先60AH、ウェブ開先60BHが設けられるが、このフランジ開先60AH、ウェブ開先60BHと鋼板30との間に設けられる隙間(ルートギャップ)t2より小さい突出寸法であれば、鉄筋50の端部50Bは、鋼板30の外側面30Aから突出していてもよい。鉄筋50の端部50Bの突出幅t1が隙間t2より小さければ、梁60の施工時に梁60と鉄筋50とが干渉しにくい。 More specifically, in order to weld the beam 60 to the steel plate 30, a flange groove 60AH and a web groove 60BH are provided at the tips of the flange 60A and the web 60B of the beam 60, respectively. The flange groove 60AH, The end portion 50B of the reinforcing bar 50 may protrude from the outer surface 30A of the steel plate 30 as long as the protrusion dimension is smaller than the gap (root gap) t2 provided between the web groove 60BH and the steel plate 30. If the protruding width t1 of the end portion 50B of the reinforcing bar 50 is smaller than the gap t2, the beam 60 and the reinforcing bar 50 are unlikely to interfere with each other during the construction of the beam 60.

すなわち、鉄筋50は「鋼板30、40の外側面30A、40Aから略突出していない」状態とされ、「略突出していない」状態とは、鉄筋50が鋼板30、40の外側面30A、40Aから僅かに突出する場合も含まれる。 That is, the reinforcing bar 50 is in a state of "not substantially protruding from the outer surfaces 30A and 40A of the steel plates 30 and 40", and the "not substantially protruding" state means that the reinforcing bar 50 is in a state of not substantially protruding from the outer surfaces 30A and 40A of the steel plates 30 and 40. The case where it protrudes slightly is also included.

なお、フランジ60Aを鋼板30に溶接するためには、図6に2点鎖線で示した裏当て金(バックアッププレート)74を用いることもできる。この場合、梁60を上方から落し込み所定の位置(図6に示される位置)に配置した後、支保工等を用いて梁60を仮支持し、裏当て金74を鋼板30に溶接した後でフランジ60Aを鋼板30に溶接すればよい。 In order to weld the flange 60A to the steel plate 30, the backing metal (backup plate) 74 shown by the chain double-dashed line in FIG. 6 can also be used. In this case, after the beam 60 is dropped from above and placed at a predetermined position (position shown in FIG. 6), the beam 60 is temporarily supported by using a support work or the like, and the backing metal 74 is welded to the steel plate 30. The flange 60A may be welded to the steel plate 30.

さらに、梁60と鋼板30とを接合する方法は溶接に限られない。例えば梁60を上方から落し込んで所定の位置に配置し、仮固定した後で、ガセットプレートを鋼板30に溶接し、このガセットプレートと梁60のウェブ60Bとをボルト接合してもよい。 Further, the method of joining the beam 60 and the steel plate 30 is not limited to welding. For example, the beam 60 may be dropped from above, placed at a predetermined position, temporarily fixed, and then the gusset plate may be welded to the steel plate 30 and the gusset plate and the web 60B of the beam 60 may be bolted together.

また、第1実施形態の柱の仕口部構造10では、図4(B)、(C)に示すように、鉄筋50と鋼板30とを接合する際に、鋼板30の貫通孔32に鉄筋50の端部50Bを通し、この端部50Bを貫通孔32の孔壁に溶接する。この溶接作業は鋼板30の外側面30A側から行う。このため、鋼板40、鉄筋50、鋼板30の組み付けを全て下向き作業で行えるため、作業効率がよい。 Further, in the column joint structure 10 of the first embodiment, as shown in FIGS. 4 (B) and 4 (C), when the reinforcing bar 50 and the steel plate 30 are joined, the reinforcing bar is inserted into the through hole 32 of the steel plate 30. The end portion 50B of the 50 is passed through, and the end portion 50B is welded to the hole wall of the through hole 32. This welding work is performed from the outer surface 30A side of the steel plate 30. Therefore, the steel plate 40, the reinforcing bar 50, and the steel plate 30 can all be assembled downward, resulting in high work efficiency.

これに対して、例えば鋼板30に貫通孔32が形成されていない場合、鉄筋50と鋼板30とを接合するためには、例えば鉄筋50に鋼板30を載置して、鋼板30の内側面30B側から上向き作業で鉄筋50と鋼板30とを溶接する必要がある。このため、例えば鉄筋50同士の間の隙間が小さい場合などは溶接しにくい。 On the other hand, for example, when the through hole 32 is not formed in the steel plate 30, in order to join the reinforcing bar 50 and the steel plate 30, for example, the steel plate 30 is placed on the reinforcing bar 50 and the inner surface 30B of the steel plate 30 is placed. It is necessary to weld the reinforcing bar 50 and the steel plate 30 from the side upward. Therefore, for example, when the gap between the reinforcing bars 50 is small, welding is difficult.

なお、例えば鉄筋50の本数が少ない場合、隣接する鉄筋50同士の間の隙間が広く比較的溶接し易い。このような場合は例えば鋼板30に貫通孔32を形成せず、上述したように鉄筋50の端部50Bと鋼板30の内側面30Bとを当接させて、鉄筋50と鋼板30とを溶接してもよい。貫通孔32を形成しなければ、鋼板30を製造しやすい。 For example, when the number of reinforcing bars 50 is small, the gap between adjacent reinforcing bars 50 is wide and welding is relatively easy. In such a case, for example, the through hole 32 is not formed in the steel plate 30, but the end portion 50B of the reinforcing bar 50 and the inner side surface 30B of the steel plate 30 are brought into contact with each other as described above, and the reinforcing bar 50 and the steel plate 30 are welded together. You may. If the through hole 32 is not formed, the steel plate 30 can be easily manufactured.

あるいは例えば鉄筋50の本数が多い場合や間隔が狭い場合などは、図7(A)、(B)に示すように、鋼板40にも鋼板30の貫通孔32と同様の貫通孔を形成し、鋼板40と鉄筋50とを、鋼板40の外側面側から溶接してもよい。このようにすることで、溶接作業が容易になる。 Alternatively, for example, when the number of reinforcing bars 50 is large or the intervals are narrow, as shown in FIGS. 7A and 7B, a through hole similar to the through hole 32 of the steel plate 30 is formed in the steel plate 40. The steel plate 40 and the reinforcing bar 50 may be welded from the outer surface side of the steel plate 40. By doing so, the welding work becomes easy.

また、本実施形態においては鋼材として異形鉄筋である鉄筋50を用いているが、本発明の実施形態はこれに限られない。例えば異形鉄筋に代えて丸鋼を用いてもよいし、平板状の鋼材、アングル材、チャンネル材等の各種鋼材を用いることができる。 Further, in the present embodiment, the reinforcing bar 50 which is a deformed reinforcing bar is used as the steel material, but the embodiment of the present invention is not limited to this. For example, round steel may be used instead of the deformed reinforcing bar, and various steel materials such as flat steel materials, angle materials, and channel materials can be used.

[第2実施形態]
次に、第2実施形態に係る柱の仕口部構造12について説明する。なお、第1実施形態に係る柱の仕口部構造10と等しい構成には同じ符号を付して適宜説明は省略する。
[Second Embodiment]
Next, the joint structure 12 of the column according to the second embodiment will be described. It should be noted that the same reference numerals are given to the configurations equivalent to the joint structure 10 of the columns according to the first embodiment, and the description thereof will be omitted as appropriate.

図8に示すように、柱の仕口部構造12では、柱仕口部22の両側面に鋼板34、44が配置されている。鋼板34、44にはそれぞれ貫通孔36、46が形成されており、貫通孔36、46の孔壁には雌ネジが形成されている。柱仕口部22には全ネジボルト52が埋設されており、全ネジボルト52の両端部52A、52Bはそれぞれ貫通孔36、46の雌ネジに螺合されている。また、両端部52A、52Bの端面には図示しない十字溝が形成され、ビット等の工具を係合して回転させることにより、全ネジボルト52を貫通孔36、46へ捩じ込むことができる。 As shown in FIG. 8, in the column joint structure 12, steel plates 34 and 44 are arranged on both side surfaces of the column joint 22. Through holes 36 and 46 are formed in the steel plates 34 and 44, respectively, and female screws are formed in the hole walls of the through holes 36 and 46, respectively. All screw bolts 52 are embedded in the column joint portion 22, and both end portions 52A and 52B of the all screw bolts 52 are screwed into the female threads of the through holes 36 and 46, respectively. Further, cross grooves (not shown) are formed on the end faces of both end portions 52A and 52B, and all screw bolts 52 can be screwed into the through holes 36 and 46 by engaging and rotating a tool such as a bit.

鋼板34、44と全ネジボルト52とを組み付けるためには、まず図9(A)に示すように、鋼板34、44を所定の間隔で対向させて作業床FLに載置し、鋼板34の貫通孔36又は鋼板44の貫通孔46へ全ネジボルト52を捩じ込む。なお、図9(A)においては、鋼板44の貫通孔46へ全ネジボルト52を捩じ込んだ例を示している。なお、鋼板34、44が所定の間隔を保つように保持するために、適宜支持用の治具76を用いてもよい。 In order to assemble the steel plates 34 and 44 and the all-screw bolts 52, first, as shown in FIG. 9A, the steel plates 34 and 44 are placed on the work floor FL with the steel plates 34 and 44 facing each other at predetermined intervals, and the steel plates 34 penetrate. All screw bolts 52 are screwed into the holes 36 or the through holes 46 of the steel plate 44. Note that FIG. 9A shows an example in which all screw bolts 52 are screwed into the through holes 46 of the steel plate 44. In addition, in order to hold the steel plates 34 and 44 so as to maintain a predetermined interval, a supporting jig 76 may be used as appropriate.

次に図9(B)に示すように、全ネジボルト52へプレートナット54、56を順に捩じ込んで螺合させる。このとき、プレートナット54のプレート54Aが鋼板44に対向するように配置し、プレートナット56のプレート56Aが鋼板34に対向するように配置する。 Next, as shown in FIG. 9B, the plate nuts 54 and 56 are screwed into all the screw bolts 52 in order to screw them together. At this time, the plate 54A of the plate nut 54 is arranged so as to face the steel plate 44, and the plate 56A of the plate nut 56 is arranged so as to face the steel plate 34.

次に図9(C)に示すように、全ネジボルト52の両端部52A、52Bがそれぞれ鋼板34の貫通孔36、鋼板44の貫通孔46に螺合するまで全ネジボルト52を捩じ込み、さらにプレートナット54、56がそれぞれ鋼板44、34に当接するまで移動させる。 Next, as shown in FIG. 9C, the full screw bolts 52 are screwed in until both ends 52A and 52B of the full screw bolts 52 are screwed into the through holes 36 of the steel plate 34 and the through holes 46 of the steel plate 44, respectively. The plate nuts 54 and 56 are moved until they come into contact with the steel plates 44 and 34, respectively.

次に図9(D)に示すように、鋼板34の貫通孔36、鋼板44の貫通孔46、プレートナット54、56と、これらに螺合された全ネジボルト52との間に、接着剤Gを含浸させる。これにより、鋼板34、44と全ネジボルト52とが組み付けられる。そして、鋼板34、44を型枠としてコンクリートを打設することにより、プレキャストコンクリート製の仕口部が形成される。 Next, as shown in FIG. 9D, the adhesive G is placed between the through hole 36 of the steel plate 34, the through hole 46 of the steel plate 44, the plate nuts 54 and 56, and all the screw bolts 52 screwed into these. Is impregnated. As a result, the steel plates 34 and 44 and the full screw bolts 52 are assembled. Then, by placing concrete using the steel plates 34 and 44 as a formwork, a joint portion made of precast concrete is formed.

なお、全ネジボルト52は異形鉄筋の節をネジ状に形成したネジ節鉄筋や、端部のみにねじ山が形成された丸鋼などを用いてもよく、鋼板34の貫通孔36、鋼板44の貫通孔46、プレートナット54、56の雌ネジはこれらのねじ山形状に合わせて形成すればよい。 The all-screw bolt 52 may be a threaded reinforcing bar in which the knots of the deformed reinforcing bar are formed in a screw shape, a round steel having a thread formed only at the end portion, or the like, and the through hole 36 of the steel plate 34 and the steel plate 44 may be used. The female threads of the through holes 46 and the plate nuts 54 and 56 may be formed according to these thread shapes.

(効果)
第2実施形態の柱の仕口部構造12によると、鋼板34、44と全ネジボルト52とを組み付けるために溶接する必要がない。このため、組み付け作業が容易である。
(effect)
According to the column joint structure 12 of the second embodiment, it is not necessary to weld the steel plates 34 and 44 and the full screw bolts 52 in order to assemble them. Therefore, the assembly work is easy.

また、鋼板34、44と全ネジボルト52とを接合するためにプレートナット54、56及び接着剤Gを用いるので、接合強度が強くなる。 Further, since the plate nuts 54 and 56 and the adhesive G are used to join the steel plates 34 and 44 and the all screw bolts 52, the joining strength is increased.

なお、例えば鋼板34、44の板厚が大きい場合など、全ネジボルト52と鋼板34、44との接合強度が十分に得られる場合は、プレートナット54、56及び接着剤Gは適宜省略することができる。 When the joint strength between the all screw bolts 52 and the steel plates 34 and 44 is sufficiently obtained, for example, when the steel plates 34 and 44 are thick, the plate nuts 54 and 56 and the adhesive G may be omitted as appropriate. it can.

また、本実施形態においては、全ネジボルト52の両端部52A、52Bが鋼板34、44の貫通孔36、46に螺合されているものとしたが、本発明の実施形態はこれに限られない。例えば、端部52Bには開先を形成して貫通孔46へ挿入し、全ネジボルト52を鋼板44の外側面側から溶接するものとしてもよい。 Further, in the present embodiment, both ends 52A and 52B of the all-screw bolt 52 are screwed into the through holes 36 and 46 of the steel plates 34 and 44, but the embodiment of the present invention is not limited to this. .. For example, a groove may be formed in the end portion 52B and inserted into the through hole 46, and all screw bolts 52 may be welded from the outer surface side of the steel plate 44.

鋼板34、44と全ネジボルト52とをこのように形成することで、鋼板34を作業台に平置きした状態で全ネジボルト52を捩じ込んで固定し、さらに全ネジボルト52に鋼板44を溶接固定できる。すなわち、図4に示した第1実施形態における仕口部構造10の施工方法と同様、鋼板34、44と全ネジボルト52との組み付け作業が、全て下向きで行えるため、作業性が高い。 By forming the steel plates 34 and 44 and the all-screw bolts 52 in this way, the all-screw bolts 52 are screwed and fixed while the steel plates 34 are placed flat on the workbench, and the steel plates 44 are welded and fixed to the all-screw bolts 52. it can. That is, as in the construction method of the joint structure 10 in the first embodiment shown in FIG. 4, the workability is high because the assembling work of the steel plates 34 and 44 and the all screw bolts 52 can all be performed downward.

[変形例]
第1実施形態に係る柱の仕口部構造10においては、図1(A)に示すように、柱仕口部22において対向する2側面のうち、一方向のみの対向する2側面に鋼板30、40が設けられているが、本発明の実施形態はこれに限られない。例えば鋼板30、40が接する面と直交する2側面にも一対の鋼板を設け、これらの鋼板に柱仕口部22に埋設した鉄筋を接合してもよい。柱の仕口部構造をこのように構成することで、梁60と直交する方向に延設された梁も柱20に接合しやすくなる。第2実施形態に係る柱の仕口部構造12においても同様の構成とすることができる。
[Modification example]
In the column joint structure 10 according to the first embodiment, as shown in FIG. 1A, the steel plate 30 is formed on two opposing side surfaces of the column joint 22 facing each other in only one direction. , 40 are provided, but the embodiment of the present invention is not limited to this. For example, a pair of steel plates may be provided on the two side surfaces orthogonal to the surfaces where the steel plates 30 and 40 are in contact, and the reinforcing bars embedded in the column joints 22 may be joined to these steel plates. By constructing the joint structure of the column in this way, it becomes easy to join the beam extending in the direction orthogonal to the beam 60 to the column 20. The same configuration can be applied to the column joint structure 12 according to the second embodiment.

また、第1実施形態に係る柱の仕口部構造10においては、図1(B)に示すように、鋼板30、40の外側面30A、40Aにそれぞれ梁60を直接溶接しているが、本発明の実施形態はこれに限られない。例えば図10に示す梁62のように、鋼板30、40の外側面30A、40Aにそれぞれブラケット31、41を溶接又はボルトなどにより接合し、このブラケット31、41に接合するものとしてもよい。 Further, in the column joint structure 10 according to the first embodiment, as shown in FIG. 1B, the beams 60 are directly welded to the outer surfaces 30A and 40A of the steel plates 30 and 40, respectively. The embodiment of the present invention is not limited to this. For example, as in the beam 62 shown in FIG. 10, the brackets 31 and 41 may be joined to the outer surfaces 30A and 40A of the steel plates 30 and 40 by welding or bolts, respectively, and may be joined to the brackets 31 and 41.

このように、鋼板30、40から鉄筋50を突出させなければ、柱20に梁を接合する際にブラケット31、41を用いるブラケット方式を採用するか、あるいはブラケット31、41を用いないノンブラケット方式を採用するか適宜選択できるので、設計の自由度が高くなる。第2実施形態に係る柱の仕口部構造12においても同様の構成とすることができる。 As described above, if the reinforcing bar 50 is not projected from the steel plates 30 and 40, the bracket method using the brackets 31 and 41 when joining the beam to the column 20 is adopted, or the non-bracket method using the brackets 31 and 41 is not used. Since it can be selected as appropriate, the degree of freedom in design is increased. The same configuration can be applied to the column joint structure 12 according to the second embodiment.

10、12 柱の仕口部構造
22 柱仕口部
30、40 鋼板
34、44 鋼板
32 貫通孔
50 鉄筋(鋼材)
52 全ネジボルト(鋼材)
10, 12 Column joint structure 22 Column joint 30, 40 Steel plate 34, 44 Steel plate 32 Through hole 50 Reinforcing bar (steel material)
52 All screw bolts (steel)

Claims (3)

プレキャストコンクリート製の柱仕口部と、
前記柱仕口部の両側面へ前記柱仕口部の上下に亘って配置された一対の鋼板と、
前記柱仕口部に埋設され、両端部に前記一対の鋼板がそれぞれ固定されると共に、前記鋼板の外面から前記両端部が略突出しない鋼材と、
を有する柱仕口部の構造。
Precast concrete pillar joints and
A pair of steel plates arranged above and below the column joint on both sides of the column joint ,
Embedded in the pillar Joint portion, the pair of the steel sheet is fixed to both ends, and a steel material in which the both end portions do not substantially protrude from the outer surface of said steel sheet,
The structure of the pillar joint with.
一方の前記鋼板の内面に前記鋼材の一端部が溶接され、
他方の前記鋼板に形成された貫通孔には、前記鋼材の他端部が挿入され、他方の前記鋼板の外面から前記鋼板に溶接されている、
請求項1に記載の柱仕口部の構造。
One end of the steel material is welded to the inner surface of one of the steel sheets.
The other end of the steel material is inserted into the through hole formed in the other steel plate, and is welded to the steel plate from the outer surface of the other steel plate.
The structure of the column joint according to claim 1.
前記鋼材は鉄筋とされ、前記柱仕口部の上部と下部に埋設される、請求項1又は請求項2に記載の柱仕口部の構造。 The structure of the column joint according to claim 1 or 2, wherein the steel material is a reinforcing bar and is embedded in the upper part and the lower part of the column joint.
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