JP2005139811A - Joining structure of precast concrete member - Google Patents
Joining structure of precast concrete member Download PDFInfo
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- JP2005139811A JP2005139811A JP2003379300A JP2003379300A JP2005139811A JP 2005139811 A JP2005139811 A JP 2005139811A JP 2003379300 A JP2003379300 A JP 2003379300A JP 2003379300 A JP2003379300 A JP 2003379300A JP 2005139811 A JP2005139811 A JP 2005139811A
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- precast concrete
- concrete member
- joining
- anchor bar
- joint
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- 239000011178 precast concrete Substances 0.000 title claims abstract description 34
- 238000005304 joining Methods 0.000 title claims abstract description 27
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 29
- 239000000463 material Substances 0.000 claims abstract description 29
- 239000010959 steel Substances 0.000 claims abstract description 29
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 8
- 230000002093 peripheral effect Effects 0.000 claims abstract description 5
- 239000011248 coating agent Substances 0.000 claims description 6
- 238000000576 coating method Methods 0.000 claims description 6
- 239000000945 filler Substances 0.000 claims description 3
- 239000004567 concrete Substances 0.000 abstract description 8
- 238000001035 drying Methods 0.000 abstract description 7
- 230000008602 contraction Effects 0.000 abstract description 3
- 229920001821 foam rubber Polymers 0.000 abstract description 2
- 239000011800 void material Substances 0.000 abstract description 2
- 238000005452 bending Methods 0.000 description 4
- 238000005336 cracking Methods 0.000 description 3
- 238000004904 shortening Methods 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 2
- 229920001971 elastomer Polymers 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 230000000630 rising effect Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 1
- 230000005489 elastic deformation Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 229920002803 thermoplastic polyurethane Polymers 0.000 description 1
- 125000000391 vinyl group Chemical group [H]C([*])=C([H])[H] 0.000 description 1
- 229920002554 vinyl polymer Polymers 0.000 description 1
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Abstract
Description
この発明は、コンクリートの乾燥収縮や温度変化等による比較的小さい変形は拘束せず、地震時等の比較的大きな変形に対しては両部材とも同期して追随し得るプレキャストコンクリート部材の接合構造に関するものである。 The present invention relates to a joint structure of precast concrete members that does not restrain relatively small deformation due to drying shrinkage or temperature change of concrete, and that both members can follow in synchronization with relatively large deformations such as during an earthquake. Is.
構造物をプレキャストコンクリート部材で構築する場合、壁や柱等の立上り部材に梁や床版等を載置した後両者を接合しているが、一般的には立上り部材の受部から接合用鋼材を突設し、これを梁や床版に穿設する孔部に挿入した後、空隙に充填材を注入して両部材を接合していた。 When constructing a structure with precast concrete members, beams and floor slabs are placed on rising members such as walls and pillars, and then both are joined together. Was inserted into a hole formed in a beam or a floor slab, and then a filler was injected into the gap to join both members.
ここで接合用鋼材には、壁や柱等の上面に形成する受部に予めインサート金物を埋設し、これにボルトを捻じ込む構造のものか、壁柱等の所定の位置に予めアンカーバー等を立設するプレキャストコンクリート部材を製造するものがあったが、従来の接合用鋼材は、通常の鉄筋コンクリート部材の中における鉄筋と同様に、接合部においてもコンクリートに密着して一体となるように埋め込まれ、又接合されていた。 Here, the joining steel material has a structure in which an insert hardware is embedded in advance in a receiving portion formed on the upper surface of a wall, a pillar, etc., and a bolt is screwed into this, or an anchor bar or the like is previously placed in a predetermined position such as a wall pillar. There are some that produce precast concrete members that stand upright, but the conventional steel materials for joining are embedded so that they are in close contact with the concrete at the joints as well as the reinforcing bars in ordinary reinforced concrete members. It was also joined.
ところが、このように完全固定状態とされた接合部の場合には、例えば梁や床版に乾燥収縮や温度変化に伴う変形が生じた時も、この変形を抑制する力が作用し、これら部材にひび割れが発生する恐れがあった。 However, in the case of a joint portion that is in a completely fixed state as described above, for example, when deformation caused by drying shrinkage or temperature change occurs on a beam or a floor slab, a force that suppresses this deformation acts, and these members There was a risk of cracking.
そこで、従来のプレキャストコンクリート部材の接合にあっても、壁柱と梁・床版の相対的変位を許容するべく上部プレキャスト部材の孔部における間隙をウレタン樹脂等の弾性部材で充填する構造のものがあった。 Therefore, even in the case of joining conventional precast concrete members, the gap in the hole of the upper precast member is filled with an elastic member such as urethane resin so as to allow relative displacement between the wall column and the beam / slab. was there.
又接合部に弾性的な変形性能を与えるプレキャストコンクリート部材の接合構造としては、例えば下記に示すような従来技術があった。
この接合構造は接合端近傍において、接合用鉄筋の外周に鋼製パイプやゴム管又はビニールテープを介在させ、鉄筋とコンクリートとの間に余剰空間を設け、接合用鉄筋が引張力を受ける場合、この空隙空間においてコンクリートと無関係に伸張し得る構造としたものであった。このような接合部を有する構造物は、建物が地震時の水平力を受けた場合にも接合部強度を低下させることなく、接合部の変形量を増大させ又は剛性を低下させることを目的としたもので、接合部の引張側にバネを設けたものと同様な効果を目指すものであった。 This joint structure is in the vicinity of the joint end, with a steel pipe or rubber tube or vinyl tape interposed on the outer periphery of the joint rebar, providing an extra space between the rebar and concrete, and when the joint rebar receives tensile force, In this void space, the structure can be extended independently of the concrete. The structure having such a joint is intended to increase the amount of deformation of the joint or reduce the rigidity without reducing the joint strength even when the building receives a horizontal force during an earthquake. Therefore, it aimed to achieve the same effect as that provided with a spring on the tension side of the joint.
しかし、孔部の間隙を全て弾性部材で充填する従来の接合構造の場合には、その充填厚さが数ｃｍにも及ぶため、地震等で比較的大きな変形が生じた際に、接合部の相対的変位が大きくなりすぎる欠点があった。又接合端近傍に余剰空間を設ける従来の接合構造の場合には、接合用鋼材を突設する立上り部材の接合端近傍に空隙を設け、上載する梁や床版側のジョイント部及び内部の鋼材は通常の鉄筋コンクリート部材における鉄筋と同様にコンクリートに密着して一体となるよう処理されていたので、梁や床版に水平方向の変形が生じた場合、短い空隙内にあっては水平移動を許容する余地が極めて少なく、結局乾燥収縮や温度変化によるひび割れ発生を防止することはできなかった。 However, in the case of the conventional joint structure in which the gaps of the hole portions are filled with elastic members, the filling thickness reaches several centimeters. Therefore, when a relatively large deformation occurs due to an earthquake or the like, There was a drawback that the relative displacement was too large. Also, in the case of a conventional joint structure in which a surplus space is provided in the vicinity of the joint end, a gap is provided in the vicinity of the joint end of the rising member for projecting the steel member for joining, the beam on the floor, the joint portion on the floor slab side, and the internal steel material Has been processed so that it is in close contact with the concrete in the same way as the reinforcing bars in ordinary reinforced concrete members, so if horizontal deformation occurs in the beam or floor slab, horizontal movement is allowed within a short gap There was very little room to do so, and eventually cracking due to drying shrinkage and temperature change could not be prevented.
この発明は、従来のプレキャストコンクリート部材の接合構造が有する上記の問題点を解消すべくなされたものであり、その目的は、コンクリートの乾燥収縮や温度変化等による比較的小さい変形は拘束せず、地震時等の比較的大きな変形に対しては両部材とも同期して追随し得るプレキャストコンクリート部材の接合構造を提供することである。 The present invention was made to solve the above-mentioned problems of the conventional precast concrete member joining structure, and its purpose is not to restrain relatively small deformation due to drying shrinkage or temperature change of the concrete, To provide a joint structure of precast concrete members that can follow both members synchronously with respect to a relatively large deformation such as during an earthquake.
上記課題を解決するため、この発明のプレキャストコンクリート部材の接合構造は、壁又は柱状に立設する下方プレキャストコンクリート部材からは接合用鋼材を突設し、梁又は床版として載置する上方プレキャストコンクリート部材には接合用鋼材挿入用の孔部を穿設し、前記接合用鋼材と孔部内面との空隙には充填材を充填して両プレキャストコンクリート部材を接合するプレキャストコンクリート部材の接合構造において、前記接合用鋼材は、外周面全体に弾性被覆材を装着し、この弾性被覆材と孔部内面との空隙には無収縮モルタルを充填することを特徴とするものである。 In order to solve the above-mentioned problems, the precast concrete member joining structure according to the present invention is such that an upper precast concrete in which a joining steel material protrudes from a lower precast concrete member standing upright in the form of a wall or a column and is placed as a beam or a floor slab. In the joining structure of the precast concrete member, the hole for inserting the joining steel material is drilled in the member, the gap between the joining steel material and the hole inner surface is filled with the filler, and both the precast concrete members are joined. The joining steel material is characterized in that an elastic coating material is mounted on the entire outer peripheral surface, and a space between the elastic coating material and the hole inner surface is filled with non-shrink mortar.
孔部は、例えば鋼管を埋設して形成するが、その内径は、種々の製作誤差や架設誤差等を吸収できるよう、接合用鋼材の直径に対して余裕のある値とする。例えば接合用鋼材がφ５０ｍｍの鋼棒の場合、鋼管の内径をφ９０ｍｍ程度とする。この場合には２０ｍｍの余裕を確保できる。 The hole is formed by, for example, embedding a steel pipe, and the inner diameter thereof is set to a value having a margin with respect to the diameter of the steel material for joining so as to absorb various manufacturing errors and installation errors. For example, when the steel material for joining is a steel rod having a diameter of 50 mm, the inner diameter of the steel pipe is about 90 mm. In this case, a margin of 20 mm can be secured.
弾性被覆材としては、例えばｔ＝３ｍｍ程度の気泡ゴムスポンジ等を用いる。接合用鋼材は、上部プレキャストコンクリート部材高の少なくとも半分以上の長さは有するものとし、その全体を接合前に弾性被覆材で被覆する。上部プレキャスト部材を架設した後で、鋼管と接合用鋼材の間隙部に無収縮モルタルを上面開口部から流し込んで充填する。 As the elastic covering material, for example, a bubble rubber sponge of about t = 3 mm is used. The joining steel material is assumed to have a length that is at least half the height of the upper precast concrete member, and the whole is covered with an elastic covering material before joining. After the upper precast member is installed, a non-shrink mortar is poured into the gap between the steel pipe and the joining steel material from the upper surface opening and filled.
この発明のプレキャストコンクリート部材の接合構造は、接合用鋼材の外周面全体に弾性被覆材を装着し、この弾性被覆材と孔部内面との空隙には無収縮モルタルを充填するので、コンクリートの乾燥収縮や温度による伸び縮みに対してはスライド可能で接合部を拘束せず、地震等の大移動の場合には力を伝達することができる。従って乾燥収縮や温度変化によるひび割れの危険性を排除できる。又単純梁構造による上部プレキャストコンクリート部材の撓み角を接合用鋼材が拘束しないので、接合部に曲げモーメントが発生しない。 In the joining structure of the precast concrete member according to the present invention, an elastic coating material is attached to the entire outer peripheral surface of the steel material for joining, and the space between the elastic coating material and the inner surface of the hole is filled with non-shrink mortar. It is slidable against contraction and expansion / contraction due to temperature, and does not restrain the joint, and can transmit force in the case of a large movement such as an earthquake. Therefore, the risk of cracking due to drying shrinkage and temperature change can be eliminated. Further, since the joining steel material does not constrain the bending angle of the upper precast concrete member due to the simple beam structure, no bending moment is generated at the joint.
次にこの発明の実施の形態を添付図面に基づき詳細に説明する。図１はプレキャストコンクリート部材の接合部断面図である。壁又は柱材である下方プレキャストコンクリート部材１からはアンカーバー２を突設し、梁又は床版として載置する上方プレキャストコンクリート部材３には鋼管４を埋設しておく。アンカーバー２の外周面全体にはｔ＝３ｍｍ程度の気泡ゴムスポンジで形成する弾性被覆材５を装着し、アンカーバー２と鋼管４の内面との空隙には無収縮モルタル６を充填する。
Next, embodiments of the present invention will be described in detail with reference to the accompanying drawings. FIG. 1 is a cross-sectional view of a joint portion of a precast concrete member. An
ここで図２に示すように、上方プレキャストコンクリート部材３の長さｌを１０ｍとするとブロック全体の短縮量は、
コンクリートの乾燥収縮による短縮が
Δｌs＝10000×（−160×10-6）×1/2＝−0.8（ｍｍ）となり、
温度変化による延び・縮みが
Δｌt＝10000×（±20℃）×1.0×10-5×1/2＝±1.0（ｍｍ）となる。
従って合計すると
ΣΔｌ＝−0.8±1.0＝−1.8〜＋0.2（ｍｍ）となる。
Here, as shown in FIG. 2, if the length l of the upper
The shortening due to drying shrinkage of concrete becomes Δl s = 10000 × (−160 × 10 −6 ) × 1/2 = −0.8 (mm),
Elongation / shrinkage due to temperature change is Δlt = 10000 × (± 20 ° C.) × 1.0 × 10 −5 × 1/2 = ± 1.0 (mm).
Therefore, in total, ΣΔl = −0.8 ± 1.0 = −1.8 to +0.2 (mm).
次に上記桁の撓み変形に伴う端面の回転は、図３に示すようになり、撓みを10ｍｍとした場合には、回転部分で1.0（ｍｍ）の変形量が生ずる。以上によりブロックの短縮量が1.8ｍｍ、回転分が1.0ｍｍであるので総計３ｍｍ程度の厚さを有する弾性被覆材５が有効となる。地震によって３ｍｍ以上の変形が生じようとした場合には、アンカーバー２に力が伝わって接合した部材が一体となって挙動することを期待するものである。
Next, the rotation of the end face accompanying the bending deformation of the girder is as shown in FIG. 3, and when the bending is 10 mm, a deformation amount of 1.0 (mm) is generated in the rotating portion. As described above, since the shortening amount of the block is 1.8 mm and the rotation amount is 1.0 mm, the elastic covering
なお、本発明の接合構造の場合、アンカーバー２の径に対して余裕のある内径の鋼管４を用意するため、プレキャスト部材架設時に、微調整を必要としないので労力を省ける。又アンカーバーの緊張やナットによる締付が不要で、無収縮モルタルの充填作業も特殊な資機材を必要としないので架設時間の短縮を図れる等の利点もある。
In the case of the joining structure of the present invention, since the
このプレキャストコンクリート部材の接合構造は、土木系の構築物のみならず、建築系の構造物にも適用できる。 This joint structure of precast concrete members can be applied not only to civil engineering structures but also to architectural structures.
１ 下方プレキャストコンクリート部材
２ アンカーバー
３ 上方プレキャストコンクリート部材
４ 鋼管
５ 弾性被覆材
６ 無収縮モルタル
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2003379300A JP4171403B2 (en) | 2003-11-10 | 2003-11-10 | Precast concrete joint structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2003379300A JP4171403B2 (en) | 2003-11-10 | 2003-11-10 | Precast concrete joint structure |
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| Publication Number | Publication Date |
|---|---|
| JP2005139811A true JP2005139811A (en) | 2005-06-02 |
| JP4171403B2 JP4171403B2 (en) | 2008-10-22 |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100722396B1 (en) | 2005-12-21 | 2007-05-28 | 재단법인 포항산업과학연구원 | Floor system of modular building |
| KR100757710B1 (en) | 2006-09-04 | 2007-09-13 | 박무용 | Dowel bar construction method for downward construction of underground structures |
| CN106869361A (en) * | 2017-04-19 | 2017-06-20 | 中铁建设集团有限公司 | Full prefabricated PC is low to damage slab-wall structure and its construction method |
| CN109281438A (en) * | 2016-10-21 | 2019-01-29 | 季氏预制装配建筑设计常州有限公司 | Multilayer prefabricated post and construction method of the one-pass molding with bracket |
| JP2019157525A (en) * | 2018-03-14 | 2019-09-19 | 公益財団法人鉄道総合技術研究所 | Stopper and stopper fitting structure |
| JP2020117924A (en) * | 2019-01-23 | 2020-08-06 | 株式会社フジタ | Frame structure of building |
| CN112854009A (en) * | 2021-03-16 | 2021-05-28 | 中冶轨道交通有限公司 | Bridge member |
-
2003
- 2003-11-10 JP JP2003379300A patent/JP4171403B2/en not_active Expired - Lifetime
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100722396B1 (en) | 2005-12-21 | 2007-05-28 | 재단법인 포항산업과학연구원 | Floor system of modular building |
| KR100757710B1 (en) | 2006-09-04 | 2007-09-13 | 박무용 | Dowel bar construction method for downward construction of underground structures |
| CN109281438A (en) * | 2016-10-21 | 2019-01-29 | 季氏预制装配建筑设计常州有限公司 | Multilayer prefabricated post and construction method of the one-pass molding with bracket |
| CN106869361A (en) * | 2017-04-19 | 2017-06-20 | 中铁建设集团有限公司 | Full prefabricated PC is low to damage slab-wall structure and its construction method |
| JP2019157525A (en) * | 2018-03-14 | 2019-09-19 | 公益財団法人鉄道総合技術研究所 | Stopper and stopper fitting structure |
| JP2020117924A (en) * | 2019-01-23 | 2020-08-06 | 株式会社フジタ | Frame structure of building |
| JP7157670B2 (en) | 2019-01-23 | 2022-10-20 | 株式会社フジタ | building frame |
| CN112854009A (en) * | 2021-03-16 | 2021-05-28 | 中冶轨道交通有限公司 | Bridge member |
| CN112854009B (en) * | 2021-03-16 | 2022-06-17 | 中冶轨道交通有限公司 | Bridge member |
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|---|---|
| JP4171403B2 (en) | 2008-10-22 |
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