JPH0135886Y2 - - Google Patents
Info
- Publication number
- JPH0135886Y2 JPH0135886Y2 JP1984154327U JP15432784U JPH0135886Y2 JP H0135886 Y2 JPH0135886 Y2 JP H0135886Y2 JP 1984154327 U JP1984154327 U JP 1984154327U JP 15432784 U JP15432784 U JP 15432784U JP H0135886 Y2 JPH0135886 Y2 JP H0135886Y2
- Authority
- JP
- Japan
- Prior art keywords
- steel frame
- reinforcements
- suspended
- shear wall
- reinforcing bars
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired
Links
- 229910000831 Steel Inorganic materials 0.000 claims description 23
- 239000010959 steel Substances 0.000 claims description 23
- 230000002787 reinforcement Effects 0.000 claims description 17
- 230000003014 reinforcing effect Effects 0.000 claims description 10
- 239000011150 reinforced concrete Substances 0.000 claims description 4
- 239000004567 concrete Substances 0.000 description 3
- 238000010276 construction Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
Landscapes
- Building Environments (AREA)
- Load-Bearing And Curtain Walls (AREA)
- Forms Removed On Construction Sites Or Auxiliary Members Thereof (AREA)
Description
【考案の詳細な説明】
（産業上の利用分野）
本考案は、鉄筋コンクリート構造建物の耐震構
造に関する。[Detailed Description of the Invention] (Industrial Application Field) The present invention relates to the earthquake-resistant structure of reinforced concrete buildings.
（従来の技術）
従来、例えば第３図に示すような連層耐震壁１
１を有し、耐震壁に隣接している開口１２がこの
耐震壁と梁部分１３と柱１５とに囲まれて形成さ
れている鉄筋コンクリート構造（以下「RC造」
という。）の建物では、地震時に耐震壁に隣接し
ている開口上部に配置されている上記RC造梁部
分１３に大きな応力がかかる。このために梁部分
１３の鉄筋の数を増すことにより、応力に対処し
てきた。(Prior art) Conventionally, for example, a continuous shear wall 1 as shown in FIG.
1, and an opening 12 adjacent to the shear wall is surrounded by this shear wall, a beam portion 13, and a column 15.
That's what it means. ), a large stress is applied to the RC beam section 13 located above the opening adjacent to the shear wall during an earthquake. For this reason, the stress has been dealt with by increasing the number of reinforcing bars in the beam portion 13.
（考案が解決しようとする課題）
しかしながら、鉄筋数を増すことはそれだけせ
ん断破壊を生じやすくなり、高じん性を確保する
ことができないばかりか、梁断面が大きくなり、
なおかつ配筋作業に手間がかかる。(Problem that the invention aims to solve) However, increasing the number of reinforcing bars increases the likelihood of shear failure, making it impossible to ensure high toughness, and increasing the cross-section of the beam.
Moreover, reinforcing work is time-consuming.
（課題を解決するための手段）
本考案は、耐震壁１に隣接する開口上部に配置
されている鉄筋コンクリート構造梁部分の軸心部
に必要最小の定着長の鉄骨を埋設してあつて、こ
の鉄骨を鉄骨に掛回してある吊り鉄筋によつて梁
上端筋から吊持するものであり、この構成により
上記梁部分の強度を増大させ、なおかつ高じん性
を確保するものである。(Means for Solving the Problems) The present invention involves burying a steel frame with the minimum necessary anchorage length in the axial center of a reinforced concrete structural beam placed above the opening adjacent to the shear wall 1. The steel frame is suspended from the beam top reinforcement by hanging reinforcing bars that are wrapped around the steel frame, and this structure increases the strength of the beam portion and also ensures high toughness.
（実施例）
以下本考案の一実施例を第１図及び第２図を参
照して説明する。(Example) An example of the present invention will be described below with reference to FIGS. 1 and 2.
耐震壁１の外側（第１図右側）に隣接して形成
されている開口２の上部には、この耐震壁と柱５
とを連結している梁部分３が配置されている。梁
部分３の軸心部にはＨ形鋼からなる鉄骨４を埋設
してあり、鉄骨４の長さは、必要最小の定着長と
してある。この必要最小の定着長とは、第１図に
示すように鉄骨４の一端が耐震壁１の一部のみ
に、他端が柱５とにそれぞれ及んで、地震時にお
ける応力に対応できる長さをいうものである。ま
た鉄骨４の両端のウエブの両面には接合具６，…
を突設してあり、この接合具によつて鉄骨４と、
梁コンクリート及び柱のコンクリートとの一体化
を図つている。鉄骨４は、両端部と中間部分との
４個所に掛回してある吊り鉄筋７，…により、梁
主筋８のうち、梁上端筋の中央２本の梁上端筋８
ａ，８ａに吊持されている。鉄骨４の上方外方に
位置する梁主筋８，…には、この鉄骨を囲むよう
にしてスターラツプ９を掛回してある。 At the top of the opening 2 formed adjacent to the outside of the shear wall 1 (on the right side in Figure 1), there is a
A beam portion 3 connecting the two is arranged. A steel frame 4 made of H-shaped steel is embedded in the axial center of the beam portion 3, and the length of the steel frame 4 is set to the minimum required anchorage length. This required minimum anchorage length is the length that allows one end of the steel frame 4 to extend only to a part of the shear wall 1 and the other end to the pillar 5, as shown in Figure 1, to accommodate the stress during an earthquake. This is what it means. Also, on both sides of the web at both ends of the steel frame 4, there are joints 6,...
is provided protrudingly, and by this joint, the steel frame 4 and
Efforts are being made to integrate the concrete beams and concrete columns. The steel frame 4 has hanging reinforcing bars 7, ..., which are hung at four locations at both ends and the middle part, so that two beam top end reinforcements 8 in the center of the beam top end reinforcements 8 are connected to the main beam reinforcements 8.
It is suspended from a and 8a. A stirrup 9 is wound around the beam main reinforcements 8, . . . located above and outside the steel frame 4 so as to surround the steel frame.
梁部分３の施工について説明すると、予め梁主
筋８の両端部に数本のスターラツプ９を掛回して
かご状に組み立て、鉄筋かご内に鉄骨４を挿置し
た後、梁上端筋８ａの両端部を掛回してあるスタ
ーラツプ９内に梁上端筋８ａを配筋、結束し、そ
の後鉄骨４を吊り鉄筋７で梁上端筋８ａに支持固
定してから、梁上端筋８ａ，８ａの中央部にスタ
ーラツプ９を掛回して梁鉄筋の組立てを完成さ
せ、型枠工事後にコンクリートを打設する。 To explain the construction of the beam section 3, several stirrups 9 are hung around both ends of the beam main reinforcement 8 in advance to assemble it into a cage, and after inserting the steel frame 4 into the reinforcing bar cage, both ends of the beam top end reinforcement 8a are assembled. The beam top reinforcements 8a are arranged and tied together in the stirrup 9, which is hung around the beam top reinforcements 8a, and then the steel frame 4 is supported and fixed to the beam top reinforcements 8a by the hanging reinforcing bars 7, and then the beam top reinforcements 8a are placed in the center of the beam top reinforcements 8a. 9 to complete the assembly of the beam reinforcing bars, and after the form work is completed, concrete is poured.
施工の他の方法として、組立てた梁主筋８を持
ち上げて建込んでから、鉄骨４を梁主筋端部内に
挿入設置してもよい。 As another construction method, the assembled beam main reinforcement 8 may be lifted and erected, and then the steel frame 4 may be inserted and installed within the end of the beam main reinforcement.
（考案の効果）
以上説明したように本考案によれば、梁部分に
必要最小の定着長の鉄骨を埋設しかつこの鉄骨を
梁上端筋から吊持させてあるので、簡単な構成に
よつてしかも少ない鋼材料によつて梁部分の強度
を高めることができ、大地震時におけるせん断力
に対して鉄骨が抵抗し、せん断破壊を防止するこ
とができる。(Effects of the invention) As explained above, according to the invention, a steel frame with the minimum required anchorage length is embedded in the beam part and this steel frame is suspended from the beam top end reinforcement, so that the structure can be easily achieved. Furthermore, the strength of the beam portion can be increased by using less steel material, and the steel frame can resist shearing force during a major earthquake, thereby preventing shear failure.
第１図は要部の施工状態を示す一部断面正面
図、第２図は第１図−線拡大断面図、第３図
は連層耐震壁を有するRC造建物の説明図である。
１……耐震壁、２……開口、３……梁部分、４
……鉄骨、５……柱、７……吊り鉄筋、８ａ……
梁上端筋。
Fig. 1 is a partially sectional front view showing the construction state of the main part, Fig. 2 is an enlarged sectional view taken along the line of Fig. 1, and Fig. 3 is an explanatory diagram of an RC building with multi-layered shear walls. 1... Earthquake-resistant wall, 2... Opening, 3... Beam part, 4
...Steel frame, 5...Column, 7...Hanging reinforcing bar, 8a...
Beam top reinforcement.
Claims (1)
筋コンクリート構造梁部分の軸心部に必要最小の
定着長の鉄骨を埋設してあつて、この鉄骨は、鉄
骨に掛回してある吊り鉄筋によつて梁上端筋から
吊持されていることを特徴とする鉄筋コンクリー
ト構造建物の耐震構造。 A steel frame with the required minimum anchorage length is buried in the axis of the reinforced concrete structural beam placed at the top of the opening adjacent to the shear wall, and this steel frame is suspended by hanging reinforcing bars that are hung around the steel frame. Earthquake-resistant structure for reinforced concrete buildings characterized by being suspended from beam top reinforcements.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1984154327U JPH0135886Y2 (en) | 1984-10-15 | 1984-10-15 |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1984154327U JPH0135886Y2 (en) | 1984-10-15 | 1984-10-15 |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS6169356U JPS6169356U (en) | 1986-05-12 |
| JPH0135886Y2 true JPH0135886Y2 (en) | 1989-11-01 |
Family
ID=30712322
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP1984154327U Expired JPH0135886Y2 (en) | 1984-10-15 | 1984-10-15 |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0135886Y2 (en) |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5340004A (en) * | 1976-09-27 | 1978-04-12 | Nok Corp | Sealing component |
-
1984
- 1984-10-15 JP JP1984154327U patent/JPH0135886Y2/ja not_active Expired
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5340004A (en) * | 1976-09-27 | 1978-04-12 | Nok Corp | Sealing component |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS6169356U (en) | 1986-05-12 |
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