JP2019127737A - Junction structure of highest floor and junction method of joint part of highest floor - Google Patents
Junction structure of highest floor and junction method of joint part of highest floor Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 13
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 71
- 239000010959 steel Substances 0.000 claims abstract description 71
- 239000004567 concrete Substances 0.000 claims abstract description 50
- 239000002184 metal Substances 0.000 claims abstract description 25
- 239000011150 reinforced concrete Substances 0.000 claims description 11
- 239000000463 material Substances 0.000 claims description 2
- 230000002787 reinforcement Effects 0.000 abstract description 20
- 230000003014 reinforcing effect Effects 0.000 description 20
- 238000012360 testing method Methods 0.000 description 17
- 210000003205 muscle Anatomy 0.000 description 10
- 238000013461 design Methods 0.000 description 7
- 238000002474 experimental method Methods 0.000 description 5
- 238000012986 modification Methods 0.000 description 4
- 230000004048 modification Effects 0.000 description 4
- 230000000452 restraining effect Effects 0.000 description 3
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 230000008261 resistance mechanism Effects 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 230000003247 decreasing effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 239000011521 glass Substances 0.000 description 1
- 230000012447 hatching Effects 0.000 description 1
- 239000011372 high-strength concrete Substances 0.000 description 1
- 239000011229 interlayer Substances 0.000 description 1
- 239000010410 layer Substances 0.000 description 1
- 230000008520 organization Effects 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Abstract
Description
本発明は、鉄筋コンクリート造の柱と鉄骨造の梁とを備えた最上階の接合構造及び最上階の仕口部の接合方法に関する。 The present invention relates to a joint structure of a top floor provided with a reinforced concrete column and a steel frame beam and a joint method of a junction of the top floor.
鉄筋コンクリート造の柱（ＲＣ柱）と、鉄骨の梁（Ｓ梁）とを用いた混合構造を用いることがある。この構造では、圧縮に強い鉄筋コンクリートを柱に使用し、曲げとせん断に強く軽量な鉄骨を梁に使用する。この構造は、倉庫やショッピングセンター等、ロングスパン構造物に適する。 A mixed structure using a reinforced concrete column (RC column) and a steel beam (S beam) may be used. In this structure, a reinforced concrete with high compression resistance is used for the columns, and a lightweight steel frame with high strength for bending and shear is used for the beams. This structure is suitable for long span structures such as warehouses and shopping centers.
このような混合構造は、最上階においても行なわれる。柱主筋の定着方法として、機械式定着金物を用いた定着工法を採用した場合、通常、最上階においては、柱に埋設される鉄筋の上端部を、鉄骨梁の上面よりも上に突出させた外定着形式が採用される（例えば、非特許文献１参照。）。この非特許文献１には、ＲＣ柱とＳ梁とを用いた混合構造において、柱の主筋の定着長さ（設計的に必要な定着長さ）が記載されている。この非特許文献１では、設計的に必要な定着長さとして、鉄筋の直径ｄｂの２１倍以上、かつ、下記の（１）式の必要定着長さlab以上とされている。
lab＝α・Ｓ・σｔ・ｄｂ／（１０ｆｂ） （ｍｍ） …（１）
Such a mixed structure is also performed on the top floor. When a fixing method using a mechanical fixing metal is adopted as a fixing method of the column main bars, the upper end of the reinforcing bar embedded in the column is usually protruded above the upper surface of the steel frame beam on the uppermost floor The external fixing type is adopted (see, for example, Non-Patent Document 1). This Non-Patent Document 1 describes the fixing length (fixing length necessary for design) of a main bar of a column in a mixed structure using RC columns and S beams. In the non-patent document 1, as a design to fix the required length, or 21 times the diameter d b of the reinforcing bars, and are with the following equation (1) requires fixing length l ab more.
l ab = α · S · σ t · d b / (10f b) (mm) ... (1)
ここで、αは、柱梁接合部コアの拘束度合いの影響係数であり、ふさぎ板形式の場合「１．０」である。Ｓは修正係数で「０．７」である。σｔは、仕口面での柱主筋の引張応力で、原則として、短期引張許容応力度（Ｎ／ｍｍ２）である。ｄｂは、柱主筋直径（ｍｍ）である。ｆｂは、付着割裂の基準となる強度（付着割裂基準強度）で、ｆｂ＝（Ｆｃ／４０）＋０．９（Ｎ／ｍｍ２）である。この式において、Ｆｃは、コンクリートの設計基準強度（Ｎ／ｍｍ２）である。 Here, α is an influence coefficient of the degree of restraint of the beam-to-column joint core, and is “1.0” in the case of the blind plate type. S is a correction coefficient "0.7". σ t is a tensile stress of a column main bar at a connection surface, and in principle, is a short-term allowable tensile stress (N / mm 2 ). d b is the column main bar diameter (mm). f b is the strength that serves as a reference for adhesion splitting (adhesion splitting reference strength), and f b = (F c /40)+0.9 (N / mm 2 ). In this formula, F c is the design standard strength (N / mm 2 ) of concrete.
図６は、従来の外定着形式の接合構造５０を示している。この接合構造５０では、鉄筋コンクリート造の柱６０と、鉄骨梁７０とを備える。鉄骨梁７０は、２つのＨ形鋼７１，７５を交差して構成される。柱６０は、垂直方向に延在する主筋６１と、フープ筋６３と、これらを埋設するコンクリート６５とを備える。主筋６１の上端部は、鉄骨梁７０の上面よりも上に突出する。そして、この上端部には、定着金物６２が設けられている。更に、定着金物６２と鉄骨梁７０との間には、定着部拘束筋６４が配置されており、仕口部の柱６０を囲むようにふさぎ板５７が配置されている。この構成によって、定着金物６２の位置において、主筋６１に生じる引張力、コンクリート圧縮ストラットの圧縮力、定着部拘束筋６４に生じる引張力の釣り合いにより、抵抗機構を形成する。 FIG. 6 shows a conventional external fixing type joining structure 50. The joint structure 50 includes a reinforced concrete column 60 and a steel frame beam 70. The steel frame beam 70 is configured by intersecting two H-shaped steels 71 and 75. The column 60 includes a vertically extending main bar 61, a hoop bar 63, and concrete 65 in which these are embedded. The upper end portion of the main reinforcement bar 61 projects above the upper surface of the steel frame beam 70. A fixing metal 62 is provided at the upper end. Further, between the anchor metal 62 and the steel frame beam 70, an anchor portion restraint muscle 64 is disposed, and a closing plate 57 is disposed so as to surround the column 60 of the connection portion. With this configuration, the resistance mechanism is formed at the position of the anchor metal 62 by balancing the tensile force generated in the main bar 61, the compressive force of the concrete compression strut, and the tensile force generated in the anchor portion restraint bar 64.
例えば、柱６０の主筋６１の直径ｄｂを２２（ｍｍ）、柱主筋の引張応力σｔを５１６（Ｎ／ｍｍ２）とする。そして、コンクリート強度及び付着割裂基準強度を表１に示す値にした３つの接合構造５０（Ｔｃ１、Ｔｃ２，Ｔｃ３）について、非特許文献１における必要定着長さlabを算出すると、表１に示す値になる。 For example, the diameter d b of the main bar 61 of the column 60 is 22 (mm), and the tensile stress σ t of the column main bar is 516 (N / mm 2 ). The concrete strength and Bond Splitting reference intensity three junction structures to the values shown in Table 1 50 (Tc1, Tc2, Tc3 ) for, when calculating the necessary fixing length l ab in Non-Patent Document 1, are shown in Table 1 It becomes a value.
また、外定着形式の接合構造５０において、定着部拘束筋６４に異形鉄筋Ｄ１３を用いて、定着部拘束筋６４が２段設けられている場合、鉄骨梁７０から定着金物６２の内面までの定着拘束筋高さは、最小で２８（ｍｍ）になる。ここで、各接合構造５０（Ｔｃ１、Ｔｃ２，Ｔｃ３）の梁せいＤ０が、「４５０」、「４００」、「３５０」（ｍｍ）の場合、外定着形式から算出される鉄筋の長さは、梁せいＤ０と定着拘束筋高さとの和であるため、「４７８」、「４２８」、「３７８」（ｍｍ）になる。 Further, in the outer fixing type joint structure 50, when the fixing portion restraining bar 64 is provided in two stages using the deformed reinforcing bar D13, the fixing from the steel beam 70 to the inner surface of the fixing hardware 62 is performed. The height of the restraint muscle is 28 (mm) at the minimum. Here, when the beam height D0 of each joint structure 50 (Tc1, Tc2, Tc3) is “450”, “400”, “350” (mm), the length of the rebar calculated from the external fixing form is Since it is the sum of the beam height D0 and the anchorage restraint muscle height, it becomes “478”, “428”, “378” (mm).
従来では、設計的に必要な定着長さ（鉄筋の直径ｄｂの２１倍以上、かつ、（１）式の必要定着長さlab以上）と、外定着形式から算出される定着長さとのうち、長いほうを定着長さＬ０として用いる。各接合構造５０（Ｔｃ１、Ｔｃ２，Ｔｃ３）においては、必要定着長さlabが外定着形式から算出される長さより長いため、必要定着長さlabを定着長さＬ０として用いる。 Conventionally, designed to fix the required length (more than 21 times the diameter d b of the reinforcing bars, and, (1) require fixing or length l ab of expression) and, with the fixing length is calculated from the outer fixing format The longer one is used as the fixing length L0. In each junction structure 50 (Tc1, Tc2, Tc3) , necessary fixing length l ab is longer than the length which is calculated from the outer fixing format, using the necessary fixing length l ab as the fixing length L0.
更に、上述した外定着形式の接合構造５０の場合、定着部拘束筋６４を配置するために、鉄骨梁７０よりも上に突出する定着金物６２を配置する。この定着金物６２は、柱６０を構成する部材のため、コンクリートに埋設させる必要がある。このコンクリートも柱６０を構成するため、このコンクリートには、柱６０のコンクリート強度のコンクリートが用いられる。従って、柱６０に用いるコンクリート６５の強度と、床等のスラブ５５に用いるコンクリートの強度とが異なる場合には、低強度のコンクリートが高強度コンクリートの打設領域に流入しないようにして、仕口部の上のコンクリート６５ａと、その他の領域のスラブ５５とを打ち分ける。 Furthermore, in the case of the above-described external fixing type joint structure 50, the fixing hardware 62 protruding above the steel beam 70 is disposed in order to dispose the fixing portion restraining bars 64. The anchor metal 62 needs to be embedded in concrete because it is a member constituting the pillar 60. Since this concrete also constitutes the column 60, concrete of the concrete strength of the column 60 is used for this concrete. Therefore, when the strength of the concrete 65 used for the column 60 and the strength of the concrete used for the slab 55 such as a floor are different, the low strength concrete is prevented from flowing into the high strength concrete casting area, and the connection is made. The concrete 65a on the part and the slab 55 in the other area are separated.
このコンクリートを打ち分けるための構造も検討されている（例えば、特許文献１参照。）。特許文献１においては、ＲＣ柱とＳ梁との仕口部に、鉄骨梁の梁せいと同じ高さ寸法に形成されるふさぎ板を設ける。鉄骨梁及びふさぎ板の上端部には、断面形状がＬ字型の鋼材を接合する。 A structure for striking the concrete is also being studied (see, for example, Patent Document 1). In patent document 1, the connection board part of RC column and S beam is provided with the blind board formed in the same height dimension as the beam of a steel frame beam. At the upper end of the steel frame beam and the closing plate, a steel material having an L-shaped cross section is joined.
最上階において仕口部の上のコンクリート６５ａと、その他の領域のスラブ５５とを打ち分ける場合、柱６０の上部を囲むようにラス型枠５４を設け、仕口部の上のコンクリート６５ａとスラブ５５とを別々に打設するので、施工に手間が掛かる。また、完成後、コンクリートを打ち分けた部分で色が異なる場合もあった。更に、スラブ５５のスラブ高さに柱６０の主筋６１、定着金物６２、定着部拘束筋６４が突出するため、これらを避けてスラブ５５の配筋を行なう必要があり、手間が掛かっていた。ここで、スラブ５５のスラブ筋をラス型枠５４に貫通させる場合には、更に手間が掛かっていた。 When the concrete 65a above the joint portion and the slab 55 in other regions are separated on the top floor, a lath mold 54 is provided so as to surround the upper part of the column 60, and the concrete 65a and slab above the joint portion are provided. Since 55 is separately installed, it takes time for construction. In addition, after completion, there was also a case where the color was different in the part which beats the concrete. Furthermore, since the main reinforcement 61 of the column 60, the fixing hardware 62, and the fixing portion restraining reinforcement 64 protrude at the slab height of the slab 55, it is necessary to arrange the slab 55 while avoiding these, which takes time. Here, in the case where the slab line of the slab 55 is to be penetrated by the glass form 54, it takes more time.
また、建物によっては、柱６０に埋設される鉄筋の定着長さが、鉄骨梁７０の梁せいＤ０より小さいこともある。この場合においても、外定着形式の構造では、鉄骨梁７０の上に鉄筋を突出させる必要があり、鉄筋を長くする必要があった。 Further, depending on the building, the fixing length of the reinforcing bar embedded in the column 60 may be smaller than the beam length D0 of the steel frame beam 70. Also in this case, in the structure of the external fixation type, it is necessary to project the rebar over the steel frame beam 70, and it is necessary to lengthen the rebar.
上記課題を解決するための最上階の接合構造は、鉄筋コンクリート造の柱と、上側フランジ及び下側フランジを有した鉄骨梁とを備えた最上階の接合構造であって、前記上側フランジ及び前記下側フランジに接触させた前記柱を囲むふさぎ板を設け、前記柱の主筋の上端部には定着金物が取り付けられており、前記主筋の上端面又は前記定着金物の上端面の高さ方向の位置を、前記上側フランジと前記下側フランジとの間に設けた。 The joint structure on the uppermost floor for solving the above-mentioned problem is a joint structure on the uppermost floor comprising a reinforced concrete column and a steel beam having an upper flange and a lower flange, wherein the upper flange and the lower floor A cover plate surrounding the column in contact with the side flange is provided, and a fixing metal is attached to the upper end portion of the main bar of the column, and the height direction position of the upper end surface of the main bar or the upper end surface of the fixing metal Was provided between the upper flange and the lower flange.
更に、上記課題を解決するための最上階の仕口部の接合方法は、鉄筋コンクリート造の柱と、上側フランジ及び下側フランジを有した鉄骨梁とを備え、前記柱の主筋の上端部には定着金物が取り付けられた最上階の仕口部の接合方法であって、前記主筋の上端面又は前記定着金物の上端面の高さ方向の位置を、前記上側フランジと前記下側フランジとの間に設けた状態で、前記上側フランジ及び前記下側フランジに接触するふさぎ板を配置し、前記ふさぎ板内にコンクリートを打設し、前記上側フランジ及び前記柱の上に、スラブコンクリートを打設する。 Further, the method for joining the joints on the uppermost floor for solving the above-mentioned problem includes a reinforced concrete column and a steel beam having an upper flange and a lower flange, and the upper end of the main bar of the column A method of joining a joint portion of a top floor to which a fixing hardware is attached, wherein the position in the height direction of the upper end surface of the main reinforcement or the upper end surface of the fixing metal is between the upper flange and the lower flange. In this state, a cover plate that contacts the upper flange and the lower flange is disposed, concrete is placed in the cover plate, and slab concrete is placed on the upper flange and the column. .
本発明によれば、最上階の接合構造の施工性を向上させることができる。 According to the present invention, the workability of the joint structure on the top floor can be improved.
以下、図１〜図４を用いて、最上階の接合構造及び最上階の仕口部の接合方法を具体化した一実施形態を説明する。
図１（ａ）は、本実施形態の最上階の接合構造１０の上面図、図１（ｂ）は、接合構造１０の正面断面図、図２は、接合構造１０の斜視図である。図面を見やすくするために、図１（ａ）及び図２では、上部のスラブ１５を省略し、図１（ｂ）では、柱２０のコンクリート２５及びスラブ１５の断面ハッチングを省略している。
Hereinafter, one embodiment which materialized the joining structure of the top floor and the junction method of the top floor junction part is explained using Drawings 1-4.
1A is a top view of the bonding structure 10 on the uppermost floor of the present embodiment, FIG. 1B is a front sectional view of the bonding structure 10, and FIG. 2 is a perspective view of the bonding structure 10. In order to make the drawing easy to see, the upper slab 15 is omitted in FIGS. 1A and 2 and the cross-sectional hatching of the concrete 25 of the pillar 20 and the slab 15 is omitted in FIG. 1B.
図１及び図２に示すように、接合構造１０は、鉄筋コンクリート造の柱２０に、鉄骨梁３０が取り付けられた仕口部の構造である。具体的には、この接合構造１０では、柱２０の柱頭部（上端部）に、鉄骨梁３０の一部が埋め込まれることにより、鉄骨梁３０が取り付けられて構成される。 As shown in FIG. 1 and FIG. 2, the joint structure 10 is a structure of a connecting portion in which a steel frame beam 30 is attached to a reinforced concrete column 20. Specifically, in the joint structure 10, a part of the steel frame beam 30 is embedded in the column top (upper end) of the column 20, whereby the steel frame beam 30 is attached and configured.
図１（ｂ）に示すように、柱２０及び鉄骨梁３０の上には、スラブ１５が形成される。このスラブ１５は、鉄筋コンクリートで構成される。
図１及び図２に示すように、鉄骨梁３０は、２本のＨ形鋼３１，３５を、十字形状に、直角に交差して構成される。Ｈ形鋼３１，３５は、ウェブ３２，３７と、上側フランジ３３，３８と、下側フランジ３４，３９とを備える。上側フランジ３３，３８及び下側フランジ３４，３９は、それぞれウェブ３２，３７で接続される。
更に、Ｈ形鋼３１，３５には、ふさぎ板１７が溶接されている。このふさぎ板１７は、仕口部における柱２０を囲むように配置される。
As shown in FIG. 1 (b), a slab 15 is formed on the column 20 and the steel frame beam 30. The slab 15 is made of reinforced concrete.
As shown in FIG. 1 and FIG. 2, the steel frame beam 30 is configured by intersecting two H-shaped steels 31 and 35 at right angles in a cross shape. The H-section steels 31, 35 comprise webs 32, 37, upper flanges 33, 38 and lower flanges 34, 39. The upper flanges 33, 38 and the lower flanges 34, 39 are connected by webs 32, 37 respectively.
Furthermore, a closing plate 17 is welded to the H-shaped steels 31 and 35. The cover plate 17 is disposed so as to surround the column 20 in the connection portion.
柱２０のコンクリート２５には、垂直方向に延在された複数の主筋２１が埋設されている。鉄骨梁３０よりも下方の主筋２１には、主筋２１を囲むようにフープ筋２３が取り付けられている。 In the concrete 25 of the column 20, a plurality of vertically extending main bars 21 are embedded. A hoop muscle 23 is attached to the main muscle 21 below the steel frame 30 so as to surround the main muscle 21.
各主筋２１の上端部には、定着金物２２が取り付けられる。この定着金物２２は、鉄筋を挿し込むための略円筒形状の下部と、これに一体化された円板形状の上部とを有する。ここで、定着金物２２の上端面が、柱２０に埋設される鉄筋の上端面となる。 A fixing hardware 22 is attached to the upper end portion of each main bar 21. The anchor metal 22 has a substantially cylindrical lower portion for inserting a reinforcing bar, and a disk-shaped upper portion integrated with the lower portion. Here, the upper end surface of the anchor metal 22 is the upper end surface of the reinforcing bar embedded in the column 20.
定着金物２２の上端面の高さ方向の位置は、鉄骨梁３０の上側フランジ３３，３８と下側フランジ３４，３９との間に設けられる。具体的には、定着金物２２の上端面は、上側フランジ３３，３８の下面よりも下に位置し、下側フランジ３４，３９の上面よりも上に位置する。ここで、鉄骨梁３０の下側フランジ３４，３９の底面から鉄筋の上端面までの定着長さＬ１は、力学的に必要な定着長さとする。 The position in the height direction of the upper end surface of the anchor metal 22 is provided between the upper flanges 33 and 38 and the lower flanges 34 and 39 of the steel frame beam 30. Specifically, the upper end surface of the anchor metal 22 is located below the lower surface of the upper flanges 33, 38 and above the upper surface of the lower flanges 34, 39. Here, the fixing length L1 from the bottom surface of the lower flanges 34 and 39 of the steel frame beam 30 to the upper end surface of the reinforcing bar is set as the fixing length necessary mechanically.
＜力学的に必要な定着長さ＞
力学的に必要な定着長さとは、柱２０の主筋２１が降伏する前に、柱２０のせん断力が低下することを防ぐために必要な長さである。この必要な定着長さは、主筋２１の直径、コンクリート２５の強度、定着金物２２の円板部の大きさ等によって特定される。
<Fixing length required mechanically>
The mechanically necessary fixing length is a length necessary to prevent the shearing force of the column 20 from being lowered before the main bar 21 of the column 20 yields. The necessary fixing length is specified by the diameter of the main bar 21, the strength of the concrete 25, the size of the disc portion of the fixing metal 22, and the like.
従来では、力学的に必要な定着長さは、非特許文献１の（１）式に記載の設計的に必要な定着長さと同じとして、設計的に必要な定着長さを用いて算出していた。しかしながら、（１）式で算出した長さよりも短くても、柱２０のせん断力が低下することなく、柱２０の主筋２１が降伏する長さであれば、必要な定着長さとして用いることができる。 Conventionally, the fixing length required mechanically is calculated using the fixing length necessary for design, assuming that it is the same as the fixing length required for design described in equation (1) of Non-Patent Document 1 The However, even if the length is shorter than the length calculated by the equation (1), the shear strength of the column 20 is not reduced, and if the main bar 21 of the column 20 yields, it can be used as a necessary fixing length it can.
そこで、具体的な必要な定着長さについて、柱２０にせん断力を与えて実験を行なった。ここでは、鉄筋の定着長さＬ１や柱２０のコンクリート２５の強度を変更した試験体を用いた。 Then, the shear force was given to the column 20 about a concrete required fixing length, and it experimented. Here, a test body is used in which the fixing length L1 of the reinforcing bar and the strength of the concrete 25 of the column 20 are changed.
図３（ａ）には、実験に用いた接合構造１０を示している。この接合構造１０の鉄骨梁３０は、全長Ｌｂ１が３４５０（ｍｍ）である。鉄骨梁３０の両端は回転端で支持する。柱せん断力は、柱２０の下端部に加える。この柱２０の下端部から、鉄骨梁３０のウェブの中央の水平面までの高さＨ１は、１２００（ｍｍ）とした。 FIG. 3A shows the bonding structure 10 used in the experiment. The steel frame beam 30 of the joint structure 10 has a total length Lb1 of 3450 (mm). Both ends of the steel beam 30 are supported by rotation ends. The column shear force is applied to the lower end of the column 20. The height H1 from the lower end of the column 20 to the horizontal plane at the center of the web of the steel frame beam 30 was 1200 (mm).
図３（ｂ）には、各試験体Ｔ１，Ｔ２，Ｔ３の諸元値を示している。試験体Ｔ１，Ｔ２，Ｔ３において、定着長さＬ１以外の諸元値は、従来技術の各接合構造５０（Ｔｃ１、Ｔｃ２，Ｔｃ３）に対応している。試験体Ｔ１，Ｔ２，Ｔ３の梁せいＤ１は、それぞれ「４５０」、「４００」、「３５０」（ｍｍ）である。試験体Ｔ１，Ｔ２，Ｔ３のコンクリート（目標）強度は、それぞれ「２７」、「３６」、「４５」（Ｎ／ｍｍ２）である。各試験体Ｔ１，Ｔ２，Ｔ３に用いた主筋２１の直径ｄｂは、いずれも同じく２２（ｍｍ）である。ここで、各試験体Ｔ１，Ｔ２，Ｔ３の定着長さＬ１を、それぞれ「３９６」、「３５２」、「３０８」（ｍｍ）と、主筋２１の直径ｄｂの１８倍、１６倍、１４倍とした。 FIG. 3 (b) shows specification values of each of the test specimens T1, T2 and T3. In the test specimens T1, T2, and T3, the specification values other than the fixing length L1 correspond to the respective joining structures 50 (Tc1, Tc2, and Tc3) of the prior art. Beam heights D1 of the test bodies T1, T2, and T3 are “450”, “400”, and “350” (mm), respectively. The concrete (target) strengths of the test bodies T1, T2 and T3 are “27”, “36” and “45” (N / mm 2 ), respectively. The diameter d b of the main reinforcement 21 used for each of the test bodies T1, T2 and T3 is 22 mm in the same manner. Here, the fixing length L1 of each of the test bodies T1, T2 and T3 is “396”, “352”, “308” (mm) and 18 times, 16 times, 14 times the diameter d b of the main muscle 21 respectively. And
図４（ａ）〜（ｃ）には、実験による各試験体Ｔ１，Ｔ２，Ｔ３の層間変形角（％）と柱せん断力（ｋＮ）との関係グラフを示している。図４における白抜き四角形が、柱２０の主筋２１が降伏した点を表す。柱２０における鉄筋の定着力が十分でない場合、主筋２１が降伏する前に抜け出してしまい、柱２０のせん断力の低下を生じると考えられる。しかし、図４（ａ）〜（ｃ）に示すように、いずれの試験体Ｔ１，Ｔ２，Ｔ３においても、主筋２１が降伏するまでせん断力は低下しなかった。従って、実験で用いた各試験体Ｔ１，Ｔ２，Ｔ３の定着長さＬ１は、力学的に必要な定着長さとして用いることができる。よって、柱２０に埋設した鉄筋の上端面を、鉄骨梁３０の上側フランジ３３，３８よりも下にしても、従来と同等の性能を得ることは可能と考えられる。 FIGS. 4 (a) to 4 (c) show relationship graphs between the interlayer deformation angle (%) and the column shear force (kN) of each of the test specimens T1, T2 and T3 by experiments. An open square in FIG. 4 represents a point at which the main bar 21 of the column 20 has yielded. When the fixing strength of the reinforcing bars in the column 20 is not sufficient, it is considered that the main bars 21 come out before yielding, and the shearing force of the columns 20 is reduced. However, as shown in FIGS. 4A to 4C, in any of the test bodies T1, T2, and T3, the shear force did not decrease until the main bar 21 yields. Therefore, the fixing length L1 of each of the test specimens T1, T2 and T3 used in the experiment can be used as the mechanically required fixing length. Therefore, even if the upper end surface of the reinforcing bar embedded in the column 20 is below the upper flanges 33 and 38 of the steel beam 30, it is considered possible to obtain the same performance as the conventional one.
＜接合方法＞
次に、図１及び図２を用いて、上述した接合構造１０の接合方法について説明する。この場合においても、最上階の下層までは、従来と同様に構成する。
<Joining method>
Next, a method of bonding the above-described bonding structure 10 will be described using FIGS. 1 and 2. Also in this case, the lower layer of the top floor is configured in the same manner as in the prior art.
そして、下層階から立ち上げた複数の主筋２１にフープ筋２３を取り付け、主筋２１上端に定着金物２２を取り付けて、先組み鉄筋を準備する。そして、この先組み鉄筋を、柱２０を構築する空間内に設置する。 Then, hoop reinforcements 23 are attached to the plurality of main reinforcements 21 raised from the lower floor, and the fixing hardware 22 is attached to the upper ends of the main reinforcement 21 to prepare a pre-assembled reinforcement. Then, this pre-assembled reinforcing bar is placed in the space where the pillar 20 is to be constructed.
そして、柱２０を構築する予定の空間であって鉄骨梁３０より下方の部分を囲むように、コンクリート用の型枠を配置する。そして、仕口部の部分には、ふさぎ板１７を取り付けた鉄骨梁３０を配置する。そして、ふさぎ板１７を仕口部のコンクリートの型枠として用いて、鉄骨梁３０の下方の柱２０のコンクリートと、ふさぎ板１７の内部のコンクリートとを、一緒に打設する。この場合、先組み鉄筋の上端面は、コンクリート内に埋設される。なお、鉄骨梁３０の下方の柱２０のコンクリートを打設した後、ふさぎ板１７の内部のコンクリートを打設してもよい。 Then, a concrete formwork is arranged so as to surround a portion below the steel beam 30 in a space where the pillar 20 is to be constructed. And the steel frame beam 30 which attached the closing board 17 is arrange | positioned in the part of a connection part. Then, using the closing plate 17 as a concrete form of the connection, the concrete of the column 20 below the steel frame beam 30 and the concrete inside the closing plate 17 are cast together. In this case, the upper end surface of the pre-assembled reinforcing bar is embedded in concrete. In addition, after placing the concrete of the pillar 20 below the steel beam 30, the concrete inside the cover plate 17 may be placed.
その後、スラブ１５を構築する。具体的には、柱２０及び鉄骨梁３０の上に、デッキプレートを配置する。そして、このデッキプレートの上に、スラブ筋を配筋して、コンクリートを打設する。 Thereafter, the slab 15 is constructed. Specifically, a deck plate is disposed on the columns 20 and the steel frame beams 30. And a slab line is arranged on this deck plate, and concrete is poured.
本実施形態によれば、以下のような効果を得ることができる。
（１）本実施形態の接合構造１０では、鉄筋コンクリート造の柱２０を構成する定着金物２２（鉄筋）の上端面を、鉄骨梁３０の上側フランジ３３，３８より下方で、下側フランジ３４，３９より上となるように、鉄筋（主筋２１及び定着金物２２）を配置する。これにより、柱２０の上方のコンクリートを、この周囲の他の領域のスラブのコンクリートと同時期に打設することができる。従って、スラブの配筋の納まりを簡略化でき、施工性及び美観を向上させることができる。また、コンクリートを打ち分けないため、従来、鉄骨梁７０の上に配置していたラス型枠５４をなくすことができ、施工性を更に向上させることができる。
According to the present embodiment, the following effects can be obtained.
(1) In the joint structure 10 of the present embodiment, the upper end surface of the anchor metal 22 (rebar) constituting the reinforced concrete column 20 is lower than the upper flanges 33 and 38 of the steel frame beam 30 and the lower flanges 34 and 39 Reinforcing bars (main bars 21 and anchors 22) are arranged to be higher. Thereby, the concrete above the pillars 20 can be cast at the same time as the concrete of the slab in the other area around this. Therefore, the placement of the reinforcements of the slab can be simplified, and the workability and the appearance can be improved. In addition, since the concrete is not divided, the lath mold 54 that has been conventionally disposed on the steel beam 70 can be eliminated, and the workability can be further improved.
（２）本実施形態の接合構造１０では、柱２０に埋設する鉄筋の定着長さＬ１を、力学的に必要な定着長さ（柱２０のせん断力が低下することなく、柱２０の主筋２１が降伏する長さ）に設定する。柱２０に埋設する鉄筋の定着力が十分でない場合には、柱２０の主筋２１が降伏する前に主筋２１がコンクリート２５より抜け出す。このため、主筋２１が降伏する前に、柱２０のせん断力の低下が生じる。しかしながら、非特許文献１に記載の設計的に必要な定着長さよりも短くても、十分な定着力を得ることができ、主筋２１が降伏するまで、せん断力の低下を抑制できる。 (2) In the joint structure 10 of the present embodiment, the fixing length L1 of the reinforcing bar embedded in the column 20 is the fixing length that is mechanically required (the shear strength of the column 20 does not decrease, and the main bars 21 of the column 20 Set the length) to yield. If the anchoring strength of the reinforcing bars embedded in the pillars 20 is not sufficient, the main bars 21 slip out of the concrete 25 before the main bars 21 of the pillars 20 yield. For this reason, a reduction in shear force of the column 20 occurs before the main bar 21 yields. However, even if it is shorter than the fixing length necessary for design described in Non-Patent Document 1, sufficient fixing power can be obtained, and a reduction in shear force can be suppressed until the main bar 21 yields.
（３）本実施形態の接合構造１０では、鉄骨梁３０のＨ形鋼３１，３５には、ふさぎ板１７が溶接されている。このため、ふさぎ板１７が、従来の外定着形式における定着部拘束筋６４の役割を代替し、抵抗機構を形成することができる。 (3) In the joint structure 10 of the present embodiment, the blocking plate 17 is welded to the H-shaped steels 31 and 35 of the steel frame beam 30. For this reason, the closing plate 17 can substitute for the role of the fixing portion restraint muscle 64 in the conventional external fixing type, and form a resistance mechanism.
本実施形態は、以下のように変更して実施することができる。本実施形態及び以下の変更例は、技術的に矛盾しない範囲で互いに組み合わせて実施することができる。
・上記実施形態の接合構造１０においては、主筋２１の上端部に定着金物２２を設けた。これに加えて、柱２０のコンクリート２５において主筋２１の付着を向上させるダボ部材を更に設けてもよい。このダボ部材とは、仕口部のコンクリート２５が、仕口部の鉄骨梁３０から抜け出さないように、コンクリート２５と鉄骨梁３０との連結を補強する部材である。
The present embodiment can be modified as follows. The present embodiment and the following modifications can be implemented in combination with one another as long as there is no technical contradiction.
In the bonded structure 10 of the above embodiment, the fixing metal 22 is provided at the upper end portion of the main bar 21. In addition to this, a dowel member may be further provided to improve adhesion of the main reinforcement 21 in the concrete 25 of the pillar 20. The dowel member is a member that reinforces the connection between the concrete 25 and the steel frame beam 30 so that the concrete 25 at the joint portion does not slip out of the steel frame beam 30 at the connection part.
具体的には、ダボ部材として、柱２０のコンクリート２５内において割裂面Ｌｗ１よりウェブ３７側に一部を配置させた部材を用いてもよい。ここで、割裂面Ｌｗ１とは、上側フランジ３８の外端部と下側フランジ３９の外端部とを結ぶ垂直面である。 Specifically, as the dowel member, a member in which a portion is disposed closer to the web 37 than the split surface Lw1 in the concrete 25 of the column 20 may be used. Here, the split surface Lw1 is a vertical surface connecting the outer end of the upper flange 38 and the outer end of the lower flange 39.
例えば、図５（ａ）及び図５（ｂ）に示すように、鉄骨梁３０のＨ形鋼３５のウェブ３７にスタッド４１を溶接して設ける。
また、定着金物４２の円板形状の上部の一部が、割裂面Ｌｗ１よりもウェブ３７側に位置させるように、定着金物４２の上部を大きくしてもよい。
For example, as shown in FIGS. 5 (a) and 5 (b), a stud 41 is provided by welding to the web 37 of the H-shaped steel 35 of the steel frame beam 30.
Further, the upper part of the fixing metal 42 may be enlarged so that a part of the disk-shaped upper part of the fixing metal 42 is positioned closer to the web 37 than the split surface Lw1.
更に、図５（ｃ）及び図５（ｄ）に示すように、主筋２１を貫通させた係止板４３を設けてもよい。この係止板４３は、割裂面Ｌｗ１よりウェブ３７側に位置するような大きさにする。 Furthermore, as shown in FIG. 5 (c) and FIG. 5 (d), a locking plate 43 in which the main reinforcement 21 is penetrated may be provided. The locking plate 43 is sized so as to be closer to the web 37 than the split surface Lw1.
また、小型フープ筋４４を、主筋２１を囲むように配置する。この場合、小型フープ筋４４の一部が割裂面Ｌｗ１よりもウェブ３７側に延在するように、小型フープ筋４４を配置する。この小型フープ筋４４の代わりに、主筋２１を囲むスパイラル形状のフープ筋を設けてもよい。 Further, the small hoop muscle 44 is disposed so as to surround the main muscle 21. In this case, the small hoops 44 are arranged such that a part of the small hoops 44 extends closer to the web 37 than the split surface Lw1. Instead of the small hoops 44, spiral hoops may be provided to surround the main bars 21.
また、Ｈ形鋼３５のウェブ３７に、Ｌ字形状部材４５を溶接する。このＬ字形状部材４５の一部が、割裂面Ｌｗ１より主筋２１側に位置するように、Ｌ字形状部材４５を配置する。 Further, the L-shaped member 45 is welded to the web 37 of the H-shaped steel 35. The L-shaped member 45 is disposed such that a portion of the L-shaped member 45 is positioned closer to the main reinforcement 21 than the split surface Lw1.
更に、図５（ａ）及び図５（ｂ）に示すように、ダボ部材として、ふさぎ板１７に、スタッド４６を溶接して設けてもよい。
また、ふさぎ板１７のコンクリート２５側の面に、突条部４７を設けてもよい。突条部４７の代わりに、ふさぎ板自体を縞鋼板に変更したり、シアキーとなる丸鋼を溶接したりしてもよい。
更に、ダボ部材として、Ｈ形鋼３５の下側フランジ３９及びふさぎ板１７に渡る板形状部材４８を設けてもよい。
Further, as shown in FIGS. 5A and 5B, a stud 46 may be welded to the cover plate 17 as a dowel member.
In addition, a protrusion 47 may be provided on the surface of the closing plate 17 on the concrete 25 side. Instead of the projecting portion 47, the closing plate itself may be changed to a striped steel plate, or a round steel serving as a shear key may be welded.
Furthermore, as the dowel member, a plate-shaped member 48 may be provided so as to extend over the lower flange 39 of the H-shaped steel 35 and the covering plate 17.
また、図５（ｃ）及び図５（ｄ）に示すように、ダボ部材として、アンカー鉄筋又はスタッドを溶接した鋼板４９を、上側フランジ３８とふさぎ板１７に渡すように取り付けてもよい。
以上のようなダボ部材を設けることにより、コンクリート２５からの主筋２１の抜け出しを抑制することができる。
Further, as shown in FIGS. 5C and 5D, a steel plate 49 welded with anchor bars or studs may be attached to the upper flange 38 and the cover plate 17 as a dowel member.
By providing the above-described dowel member, it is possible to suppress the detachment of the main reinforcement 21 from the concrete 25.
・上記実施形態の接合構造１０は、鉄骨梁３０を構成するＨ形鋼３１，３５が直角に交差する部分について用いた。接合構造１０は、最上階における接合構造であれば、鉄骨梁３０が十字形状に交差した部分に限られない。例えば、Ｔ字形状やＬ字形状に交差した部分（仕口部）の接合構造でもよい。 -The junction structure 10 of the said embodiment was used about the part which the H-section steels 31 and 35 which comprise the steel beam 30 cross | intersect at right angle. The joint structure 10 is not limited to a portion where the steel beam 30 intersects in a cross shape as long as it is a joint structure on the top floor. For example, it may be a joint structure of a portion (connection portion) intersecting with a T-shape or an L-shape.
・上記実施形態において、主筋２１の上端部に取り付けた定着金物２２は、鉄筋を差し込むための略円筒形状の下部と円板形状の上部とを有する。主筋２１に取り付けられる定着金物２２は、この形状に限定されない。例えば、定着金物２２の形状のように段付き筒形状を有し、この筒形状に主筋２１が貫通する定着金物を用いることも可能である。また、異形鉄筋の端部に摩擦圧接したねじに、ねじ込み締め付けにより取り付ける円形定着板を用いることも可能である。これらの定着金物を用いる場合、ＲＣ柱のコンクリートに埋設する必要のある鉄筋部分（主筋２１、又は定着金物２２）の上端面（定着金物の上端面、又は定着金物を貫通した主筋２１の上端面）の高さ方向の位置を、上側フランジ３３，３８と、下側フランジ３４，３９との間に配置すればよい。 In the embodiment described above, the fixing hardware 22 attached to the upper end portion of the main reinforcement 21 has a substantially cylindrical lower portion for inserting the reinforcing bar and a disk-shaped upper portion. The anchor hardware 22 attached to the main reinforcement 21 is not limited to this shape. For example, it is also possible to use a fixing metal having a stepped cylindrical shape like the shape of the fixing metal 22 and in which the main reinforcement 21 penetrates. In addition, it is also possible to use a circular fixing plate that is attached by screwing to a screw friction-welded to the end of the deformed rebar. When using these fixing hardware, the upper end surface (the upper end surface of the fixing hardware, or the upper end surface of the main reinforcement 21 penetrating the fixing hardware) of the reinforcing bar portion (main reinforcing bar 21 or fixing hardware 22) that must be embedded in the concrete of the RC pillar ) May be disposed between the upper flanges 33 and 38 and the lower flanges 34 and 39.
・上記実施形態の接合構造１０では、柱２０に埋設する鉄筋の定着長さＬ１を、力学的に必要な定着長さ（柱２０のせん断力が低下することなく、柱２０の主筋２１が降伏する長さ）に設定する。この力学的に必要な定着長さは、図３（ｂ）に示す試験体Ｔ１，Ｔ２，Ｔ３の具体例では、同図に示した定着長さＬ１以上でよい。ここで、定着長さＬ１を更に短くしたい場合は、各試験体Ｔ１，Ｔ２，Ｔ３で用いたコンクリート強度を高くしたり、定着金物２２の定着板（上部）の支圧面積を大きくしたりする。これにより、定着金物の上端面、又は定着金物を貫通した主筋２１の上端面の高さは、鉄骨梁３０の下側フランジ３４，３９に近づく。 In the joint structure 10 of the above embodiment, the fixing length L1 of the reinforcing bar embedded in the column 20 is the mechanically required fixing length (the main bars 21 of the columns 20 yield without the shear force of the columns 20 decreasing). To the desired length). In the specific example of the test bodies T1, T2, and T3 shown in FIG. 3B, this mechanically necessary fixing length may be equal to or longer than the fixing length L1 shown in FIG. Here, when it is desired to further shorten the fixing length L1, the concrete strength used in each of the test pieces T1, T2 and T3 is increased or the bearing pressure area of the fixing plate (upper part) of the fixing metal 22 is increased. . As a result, the height of the upper end surface of the anchor metal or the upper end surface of the main reinforcement 21 penetrating the anchor metal approaches the lower flanges 34 and 39 of the steel frame beam 30.
Ｈ１…高さ、Ｌ０，Ｌ１…定着長さ、Ｔ１，Ｔ２，Ｔ３…試験体、Ｌｂ１…全長、Ｌｗ１…割裂面、１０，５０…接合構造、１５，５５…スラブ、１７…ふさぎ板、２０，６０…柱、２１，６１…主筋、２２，４２，６２…定着金物、２３，６３…フープ筋、２５，６５，６５ａ…コンクリート、３０，７０…鉄骨梁、３１，３５，７１，７５…Ｈ形鋼、３２，３７…ウェブ、３３，３８…上側フランジ、３４，３９…下側フランジ、４１，４６…スタッド、突条部、４３…係止板，４４…小型フープ筋、４５…Ｌ字形状部材、４７…突条部、４８…板形状部材、４９…鋼板、５４…ラス型枠、６４…定着部拘束筋。 H1, height, L0, L1 ... fixing length, T1, T2, T3 ... test body, Lb1 ... full length, Lw1 ... split surface, 10,50 ... joining structure, 15,55 ... slab, 17 ... sleeve plate, 20 , 60 ... pillars 21, 21 ... main bars 22, 22, 62 ... anchorage metal, 23, 63 ... hoop bars, 25, 65, 65 a ... concrete, 30, 70 ... steel beam, 31, 35, 71, 75 ... H-shaped steel, 32, 37 ... web, 33, 38 ... upper flange, 34, 39 ... lower flange, 41, 46 ... stud, projecting part, 43 ... locking plate, 44 ... small hoop bar, 45 ... L Shaped members, 47: ridges, 48: plate-shaped members, 49: steel plates, 54: ras form, 64: fixing portion restraint bars.
Claims (2)
前記上側フランジ及び前記下側フランジに接触させた前記柱を囲むふさぎ板を設け、
前記柱の主筋の上端部には定着金物が取り付けられており、
前記主筋の上端面又は前記定着金物の上端面の高さ方向の位置を、前記上側フランジと前記下側フランジとの間に設けたことを特徴とする最上階の接合構造。 A joint structure of the top floor comprising a reinforced concrete column and a steel frame beam having an upper flange and a lower flange,
Providing a cover plate surrounding the column in contact with the upper flange and the lower flange;
Anchors are attached to the upper ends of the main bars of the columns,
A joint structure on the uppermost floor, wherein a position in the height direction of the upper end surface of the main bar or the upper end surface of the fixing hardware is provided between the upper flange and the lower flange.
前記主筋の上端面又は前記定着金物の上端面の高さ方向の位置を、前記上側フランジと前記下側フランジとの間に設けた状態で、前記上側フランジ及び前記下側フランジに接触するふさぎ板を配置し、前記ふさぎ板内にコンクリートを打設し、
前記上側フランジ及び前記柱の上に、スラブコンクリートを打設することを特徴とする最上階の仕口部の接合方法。 A method of joining a joint portion of a top floor having a reinforced concrete column and a steel frame beam having an upper flange and a lower flange, the upper end portion of the main bar of the column being provided with an anchorage material,
A cover plate in contact with the upper flange and the lower flange in a state where the position in the height direction of the upper end surface of the main bar or the upper end surface of the anchor metal is provided between the upper flange and the lower flange. Place and cast concrete in the blind board,
A method of joining a top floor connection section, comprising placing slab concrete on the upper flange and the column.
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