JP2014177780A - Joining structure - Google Patents
Joining structure Download PDFInfo
- Publication number
- JP2014177780A JP2014177780A JP2013051275A JP2013051275A JP2014177780A JP 2014177780 A JP2014177780 A JP 2014177780A JP 2013051275 A JP2013051275 A JP 2013051275A JP 2013051275 A JP2013051275 A JP 2013051275A JP 2014177780 A JP2014177780 A JP 2014177780A
- Authority
- JP
- Japan
- Prior art keywords
- existing
- post
- steel plate
- joining
- steel
- 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.)
- Granted
Links
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 56
- 239000010959 steel Substances 0.000 claims abstract description 56
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 13
- 238000010008 shearing Methods 0.000 claims abstract description 8
- 238000010276 construction Methods 0.000 claims description 31
- 230000003014 reinforcing effect Effects 0.000 description 20
- 238000000034 method Methods 0.000 description 15
- 230000002787 reinforcement Effects 0.000 description 7
- 238000009434 installation Methods 0.000 description 5
- 230000005540 biological transmission Effects 0.000 description 4
- 239000000853 adhesive Substances 0.000 description 3
- 230000001070 adhesive effect Effects 0.000 description 3
- 238000013016 damping Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000004567 concrete Substances 0.000 description 1
- 230000006866 deterioration Effects 0.000 description 1
- 239000010410 layer Substances 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000002356 single layer Substances 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
Landscapes
- Joining Of Building Structures In Genera (AREA)
- Working Measures On Existing Buildindgs (AREA)
Abstract
Description
本発明は、鉄筋コンクリート造や鉄骨鉄筋コンクリート造の既存躯体に新たな部材を接合するための接合構造に関する。 The present invention relates to a joining structure for joining a new member to an existing reinforced concrete structure or a steel reinforced concrete structure.
耐震壁やそで壁の増設、鉄骨ブレースの増設により耐震補強をする場合、それら補強部材と既存骨組とを接合する必要がある。すなわち、地震時の抵抗力を補強部材から既存骨組へ、または既存骨組から補強部材へ、力の伝達ができるようにあと施工アンカー等により接合しなければならない。この接合方法には、次のようなものが知られている。 When earthquake-proof reinforcement is performed by adding earthquake-resistant walls, sleeve walls, or steel braces, it is necessary to join these reinforcing members and existing frames. That is, it is necessary to join the post-construction anchor or the like so that the resistance force during an earthquake can be transmitted from the reinforcing member to the existing frame or from the existing frame to the reinforcing member. The following are known as this joining method.
(1)補強部材と既存骨組とを接した状態にしてPC鋼棒等で緊結する方法（直接接合）
(2)既存骨組にあと施工アンカーを固定する方法（一般的な接合方法）
(3)補強部材と接合する仕組みを有する材料を介して接着剤等により補強部材を既存骨組に接着させる方法（接着工法）
(4)前述の(2)と(3)を組合せた方法
(5)鋼管を利用したコッター（特許文献１）やせん断面の抵抗を大きくできるディスク状のプレート用いるアンカーなど特殊な材料を用いる方法（特殊工法）
(1) A method in which the reinforcing member and the existing frame are in contact with each other and fastened with a PC steel rod, etc. (direct joining)
(2) Method of fixing the post-construction anchor to the existing frame (general joining method)
(3) Method of bonding the reinforcing member to the existing frame with an adhesive or the like through a material that has a mechanism to join the reinforcing member (bonding method)
(4) Method combining (2) and (3) above
(5) Method using a special material such as a cotter using a steel pipe (Patent Document 1) or an anchor using a disk-shaped plate that can increase the resistance of a shear surface (special method)
図５に、従来のあと施工アンカーによる接合構造の例を示す。柱Ｃと梁Ｂとからなる架構内にたとえば制震用ブレースや制震用ダンパーや鉄骨ブレースなどの補強部材を設置する場合、柱Ｃと梁Ｂの既存骨組に多数のあと施工アンカーＡＣを固定し、枠部材等を介して補強部材を取り付ける。 In FIG. 5, the example of the joining structure by the conventional post-construction anchor is shown. When installing reinforcing members such as damping braces, damping dampers, steel braces, etc. in the frame consisting of columns C and beams B, a number of post-installed anchors AC are fixed to the existing frames of columns C and beams B. Then, the reinforcing member is attached via a frame member or the like.
上述の従来の接合方法には次のような問題がある。
(1)直接接合
部材を横断した工事が必須となるため、外付け補強部材を取り付ける場合には、外部から内部へ向けて貫通孔を設けることとなり構造物を使用しながら工事を実施することは難しい。また、屋内にはPC鋼棒の定着ナットが飛び出した状態となるため、居室の圧迫感は避けられない。
The conventional bonding method described above has the following problems.
(1) Direct joining Since construction that crosses members is essential, when attaching external reinforcement members, it is necessary to provide through holes from the outside to the inside, and it is not possible to carry out construction while using structures difficult. Moreover, because the fixing nut of the PC steel bar pops out indoors, the feeling of pressure in the room is inevitable.
(2)一般的な接合方法
多数のあと施工アンカーを既存躯体に固定する工事において、アンカー用の孔を穿孔する際の騒音・振動が大きな問題となる。また、既存躯体に多数の孔を穿孔することから躯体を痛めつけることにもなっている。
(2) General joining method In the work of fixing many post-installed anchors to the existing frame, noise and vibration when drilling holes for anchors become a major problem. Moreover, since many holes are drilled in the existing housing, the housing is also damaged.
(3)接着工法
上記(2)の課題を解決しているが、接着剤等の劣化（紫外線、高温・高熱、薬品など）が懸念される。
(3) Adhesion method Although the above problem (2) has been solved, there is a concern about deterioration of adhesives (ultraviolet rays, high temperature / heat, chemicals, etc.).
(4)混合工法
この工法は、(2)と(3)の弱点を補う方法であるが強度の推定が難しい。
(4) Mixed method This method compensates the weak points of (2) and (3), but it is difficult to estimate the strength.
(5)特殊工法
特許文献１のように、鋼管を利用したコッターは、せん断伝達には有効であるが引張応力に対しては抵抗できないため、あと施工アンカーを利用することになる。せん断面の抵抗を大きくできるディスク状のプレート用いるアンカーは、応力伝達に関しては有効な方法であるがコストが高いという問題がある。
(5) Special Construction Method As in Patent Document 1, a cotter using a steel pipe is effective for shear transmission, but cannot resist tensile stress, so that a post-construction anchor is used. An anchor using a disk-like plate that can increase the resistance of the shear surface is an effective method for stress transmission, but has a problem of high cost.
また、接合部には、一般的に作用応力方向の両側では引張応力、中央部ではせん断応力が作用応力としては大きくなるので、作用応力に適した接合部材の配置が望ましいが、既往の方法は図５のように作用応力方向に均一に配置するような設計・施工法となっている。 In addition, since the tensile stress is generally large on both sides in the direction of the acting stress and the shear stress is large in the central portion as the acting stress, it is desirable to arrange the joining member suitable for the acting stress. As shown in FIG. 5, the design and construction method is such that they are uniformly arranged in the direction of the applied stress.
本発明は、上述のような従来技術の問題に鑑み、接合構造にあと施工アンカーと鋼板とを利用し、必要なあと施工アンカーを必要な箇所へ、必要な鋼板を必要な箇所へ合理的に配置が可能な接合構造を提供することを目的とする。 In view of the problems of the prior art as described above, the present invention utilizes post-installed anchors and steel plates for the joint structure, and the necessary post-installed anchors to the necessary locations and the necessary steel plates to the necessary locations. It is an object to provide a joining structure that can be arranged.
上記目的を達成するために、本実施形態による接合構造は、鉄筋コンクリート造や鉄骨鉄筋コンクリート造の既存躯体に新たな部材を接合するための接合構造であって、前記既存躯体に固定されたあと施工アンカーによって前記既存躯体と前記新たな部材とを接合し、前記あと施工アンカーで引張力に対して抵抗させ、前記既存躯体と前記新たな部材とに跨って鋼板を配置し、前記鋼板でせん断力に対して抵抗させることを特徴とする。 In order to achieve the above object, the joint structure according to the present embodiment is a joint structure for joining a new member to an existing reinforced concrete structure or steel reinforced concrete structure, and is anchored after being fixed to the existing structure. The existing housing and the new member are joined by the post-construction anchor to resist tensile force, a steel plate is disposed across the existing housing and the new member, and the steel plate is used for shearing force. It is characterized by making it resist.
この接合構造によれば、あと施工アンカーと鋼板とを利用し、あと施工アンカーが引張力に対して抵抗し、鋼板がせん断力に対して抵抗するので、必要なあと施工アンカーを必要な箇所へ、必要な鋼板を必要な箇所へ合理的に配置することが可能となる。 According to this joint structure, the post-construction anchor and the steel plate are used, the post-construction anchor resists the tensile force, and the steel plate resists the shearing force. It is possible to rationally arrange the necessary steel plates at the necessary locations.
上記接合構造において、前記あと施工アンカーは作用応力方向の両側に配置し、前記鋼板は作用応力方向の中央部に配置することで、作用応力に適したあと施工アンカーと鋼板の配置を実現できる。 In the above joint structure, the post-construction anchors are arranged on both sides in the direction of the applied stress, and the steel plate is arranged in the center part in the direction of the applied stress, whereby the post-installed anchor and the steel plate suitable for the applied stress can be realized.
本発明によれば、接合構造にあと施工アンカーと鋼板とを利用し、必要なあと施工アンカーを必要な箇所へ、必要な鋼板を必要な箇所へ合理的に配置が可能な接合構造を提供することができる。 According to the present invention, a post-construction anchor and a steel plate are used for the joint structure, and a joint structure that can reasonably arrange a necessary post-construction anchor to a necessary location and a necessary steel plate to a necessary location is provided. be able to.
以下、本発明を実施するための形態について図面を用いて説明する。図１は本実施形態による接合構造の全体を概略的に示す正面図である。図２は図１の接合構造の要部を示す正面図（ａ）および側断面図（ｂ）である。図３は図１の接合構造の鋼板端部を示す正面図（ａ）および平面図（ｂ）である。図４は図１の接合構造の腰部の斜視図である。 Hereinafter, embodiments for carrying out the present invention will be described with reference to the drawings. FIG. 1 is a front view schematically showing the entire joining structure according to the present embodiment. FIG. 2 is a front view (a) and a side sectional view (b) showing the main part of the joint structure of FIG. 3 is a front view (a) and a plan view (b) showing an end portion of the steel plate of the joint structure of FIG. FIG. 4 is a perspective view of a waist portion of the joint structure of FIG.
図１に示すように、鉄筋コンクリートからなる柱Ｃと、鉄筋コンクリートからなる梁Ｂとにより構成される既存躯体の骨組に接合構造１０により耐震補強のために新たな補強部材Ｒを接合する。図１の破線で示す新たな補強部材Ｒは、たとえば、枠部材と、枠部材の内側に配置された制震用ブレースや制震用ダンパーや鉄骨ブレースなどの耐震・制震部材とから耐震壁に構成される。既存躯体は、鉄筋コンクリート造や鉄骨鉄筋コンクリート造からなる。 As shown in FIG. 1, a new reinforcing member R is joined to a frame of an existing frame composed of columns C made of reinforced concrete and beams B made of reinforced concrete for earthquake resistance reinforcement by a joining structure 10. The new reinforcing member R shown by the broken line in FIG. 1 includes, for example, a seismic wall from a frame member and a seismic / seismic member such as a seismic brace, a seismic damper, or a steel brace arranged inside the frame member. Configured. The existing frame is made of reinforced concrete or steel reinforced concrete.
図１のように、接合構造１０は、梁Ｂと柱Ｃのほぼ中央に配置した第１，第２の鋼板１１，１２と、梁Ｂと柱Ｃの両端部近傍に配置したあと施工アンカー１３と、を備える。 As shown in FIG. 1, the joint structure 10 includes first and second steel plates 11 and 12 disposed substantially at the center of the beam B and the column C, and a construction anchor 13 after being disposed in the vicinity of both ends of the beam B and the column C. And comprising.
あと施工アンカー１３は、梁Ｂの左右端に複数本、柱Ｃの上下端に複数本配置し、既存躯体の梁Ｂ、柱Ｃと新たな補強部材とを接合することで、引張力に対して抵抗するようになっている。 Post-installed anchors 13 are arranged at the left and right ends of the beam B, and are arranged at the upper and lower ends of the column C. By joining the existing frame beam B and column C to a new reinforcing member, To resist.
あと施工アンカー１３は、梁Ｂ、柱Ｃ側に設置されて固定されるが、金属拡張アンカーや接着系アンカーや打込式アンカーやねじ込式アンカーなどの一般に市販されている各種のあと施工アンカーを使用可能であり、従来の穿孔機等を用いて施工可能である。 The post-construction anchor 13 is installed and fixed on the side of the beam B and the column C, but various post-construction anchors that are generally commercially available such as metal expansion anchors, adhesive anchors, drive-in anchors, and screw-in anchors. And can be constructed using a conventional drilling machine or the like.
図２（ａ）（ｂ）、図３（ａ）（ｂ）のように、第１の鋼板１１は、梁Ｂの接合面ＢＳの長手方向に細長く形成された第１の溝Ｂ１に差し込まれる。溝Ｂ１の端部近傍の接合面ＢＳには溝Ｂ１に対し略直交する短手方向に第２の溝Ｂ２が形成され、溝Ｂ２には第２の鋼板１２が端部プレートとして差し込まれる。第２の溝Ｂ２は第１の溝Ｂ１の両端近傍に形成され、２枚の第２の鋼板１２が差し込まれる。第１，第２の溝Ｂ１，Ｂ２は、コンクリートカッタ等を用いて施工可能である。柱Ｃの接合面にも同様の第１，第２の溝Ｂ１，Ｂ２が形成される。 As shown in FIGS. 2A, 2B, and 3A, 3B, the first steel plate 11 is inserted into a first groove B1 that is elongated in the longitudinal direction of the joint surface BS of the beam B. . A second groove B2 is formed on the joint surface BS near the end of the groove B1 in a short direction substantially perpendicular to the groove B1, and the second steel plate 12 is inserted into the groove B2 as an end plate. The second groove B2 is formed in the vicinity of both ends of the first groove B1, and the two second steel plates 12 are inserted therein. The first and second grooves B1 and B2 can be constructed using a concrete cutter or the like. Similar first and second grooves B1 and B2 are also formed on the joint surface of the column C.
図４のように、第１の鋼板１１は、溝Ｂ１に差し込まれた側と反対側に折れ曲げられた平面部１１ａを有し、この平面部１１ａで新たな補強部材Ｒと接合される。平面部１１ａには切欠部１１ｂが形成され、この切欠部１１ｂを通して、あと施工アンカー１４が配置されて第１の鋼板１１を保持するようになっている。 As shown in FIG. 4, the first steel plate 11 has a flat surface portion 11 a that is bent on the opposite side to the side inserted into the groove B <b> 1, and is joined to a new reinforcing member R at the flat surface portion 11 a. A cutout portion 11b is formed in the flat surface portion 11a, and a post-construction anchor 14 is disposed through the cutout portion 11b to hold the first steel plate 11.
第１の鋼板１１は、新たな補強部材（耐震壁）Ｒ側に固定され、第２の鋼板１２は既存躯体の梁Ｂ、柱Ｃに配置されることで、鋼板１１，１２は新たな補強部材Ｒと既存躯体とに跨って配置されている。すなわち、第１の鋼板１１は、新たな補強部材Ｒ側に固定され、梁Ｂの第１の溝１１内で溝長手方向に移動しようとしても、その両端部の第２の溝Ｂ２に配置された第２の鋼板１２によりその移動が妨げられて、せん断力に対して抵抗するようになっている。 The first steel plate 11 is fixed to a new reinforcing member (seismic wall) R side, and the second steel plate 12 is arranged on the beam B and the column C of the existing frame, so that the steel plates 11 and 12 are newly reinforced. It arrange | positions ranging over the member R and the existing housing. That is, the first steel plate 11 is fixed to the new reinforcing member R side, and even if trying to move in the longitudinal direction of the groove within the first groove 11 of the beam B, the first steel plate 11 is disposed in the second groove B2 at both ends thereof. The movement of the second steel plate 12 is hindered to resist shearing force.
以上のように、本実施形態の接合構造によれば、一般に市販されているあと施工アンカーと鋼板を利用して既存躯体と新たな補強部材とを接合し、引張力に対してはあと施工アンカー１３により抵抗させ、せん断力に対しては既存躯体と新たな補強部材とに跨って配置された鋼板１１，１２によって抵抗させることができる。 As described above, according to the joint structure of the present embodiment, a post-installed anchor and a new reinforcing member are joined to each other using a commercially available post-installed anchor and a steel plate, and the post-installed anchor is applied to a tensile force. 13 to resist the shearing force by the steel plates 11 and 12 disposed across the existing housing and the new reinforcing member.
以上のことから、引張力およびせん断力に対して、それぞれ必要なあと施工アンカーを必要な箇所へ、必要な鋼板を必要な箇所へ配置するように設計することができる。 From the above, it is possible to design so that necessary post-installation anchors are arranged at necessary locations and necessary steel plates are arranged at necessary locations with respect to tensile force and shear force.
図６に本実施形態における既存躯体と耐震補強のための補強部材（耐震壁）との応力伝達の概念図を示す。図１〜図４，図６のように、既存梁Ｂと耐震壁Ｒのせん断応力QWは鋼板１１，１２によって伝達され、既存梁Ｂの端部に設置したあと施工アンカー１３で耐震壁Ｒの回転変形が抑制される。 FIG. 6 shows a conceptual diagram of stress transmission between the existing housing and the reinforcing member (seismic wall) for seismic reinforcement in the present embodiment. As shown in FIGS. 1 to 4 and 6, the shear stress Q W between the existing beam B and the seismic wall R is transmitted by the steel plates 11 and 12, and is installed at the end of the existing beam B, and then the seismic wall R is installed at the construction anchor 13. Rotational deformation is suppressed.
既存躯体に新たに取り付ける耐震壁についての梁側および柱側の設計概念は次のとおりである。
(1)梁側
BQsp＞QW
BTa＞ho/lo×QW×α
(2)柱側（必要に応じて配置する）
CQsp＞ho/lo×BQsp
柱のあと施工アンカーは梁と同等量とする（CTa= BTa）。
ここで、
BQsp：梁側に設置した鋼板のせん断強度
BTa：梁端部に設置したあと施工アンカーの引張強度
CQsp：柱側に設置した鋼板のせん断強度
CTa：柱の上下端部に設置したあと施工アンカーの引張強度
ho，lo：増設耐震壁の高さおよび水平長さ
α：連層耐震壁として挙動させたい場合1.0、単層耐震壁の場合1.0未満
The design concept of the beam side and the column side for the seismic wall newly attached to the existing frame is as follows.
(1) Beam side
B Q sp > Q W
B T a > ho / lo × Q W × α
(2) Pillar side (place as needed)
C Q sp > ho / lo × B Q sp
The post-column anchor is the same amount as the beam ( C T a = B T a ).
here,
B Q sp : Shear strength of steel plate installed on the beam side
B T a : Tensile strength of the anchor after installation at the beam end
C Q sp : Shear strength of steel plate installed on the column side
C T a : Tensile strength of anchor after installation at the upper and lower ends of the column
ho, lo: Height and horizontal length of the additional shear wall α: 1.0 if you want to act as a multi-layer shear wall, less than 1.0 for a single-layer earthquake wall
2001年改訂版既存鉄筋コンクリート造建築物の耐震改修設計指針同解説によると、増設耐震壁と既存躯体のせん断応力は梁によって伝達されるものであり、柱には期待していない。しかし、同指針の設計例では柱のあと施工アンカーの配置は梁と同じピッチとしているので、本実施形態においても柱に関しては必要に応じた配置とした。 According to the 2001 revised version of the guideline for seismic retrofit design of existing reinforced concrete buildings, the shear stress of the extension shear wall and the existing frame is transmitted by the beam, and the column is not expected. However, in the design example of the same guideline, the arrangement of the construction anchors after the columns is the same pitch as that of the beams. Therefore, in this embodiment, the columns are arranged as necessary.
本実施形態による接合構造において、図６のように、一般的に作用応力方向の両側では引張応力が、中央部ではせん断応力が作用応力としては大きくなることから、引張力に抵抗するあと施工アンカー１３を作用応力方向の両側近傍に配置し、せん断力に抵抗する鋼板１１，１２を作用応力方向の中央部に配置している。このように、作用応力に適した接合部材（あと施工アンカー、鋼板）の配置を実現することができる。 In the joint structure according to the present embodiment, as shown in FIG. 6, since the tensile stress is generally large on both sides in the direction of the acting stress and the shear stress is large as the acting stress in the central portion, the post-installed anchor resists the tensile force. 13 is arranged in the vicinity of both sides in the acting stress direction, and the steel plates 11 and 12 that resist the shearing force are arranged in the central portion in the acting stress direction. Thus, arrangement | positioning of the joining member (post-construction anchor, steel plate) suitable for action stress is realizable.
本実施形態のように、あと施工アンカーを使用しても、せん断力に対する抵抗は鋼板が担うので、あと施工アンカーは、必要な引張力に対する抵抗力が得られる分だけ配置すればよいことから、従来の図５のように作用応力方向に均一に配置する必要はなく、あと施工アンカー設置のための穿孔数量は大幅に削減され、このため、施工時の騒音・振動の問題を大きく低減することができる。 As in this embodiment, even if a post-construction anchor is used, the steel plate bears the resistance to the shearing force, so the post-construction anchor only needs to be arranged to obtain the necessary resistance to the tensile force. It is not necessary to arrange them uniformly in the direction of the applied stress as in the conventional Fig. 5, and the number of drill holes for post-installation anchor installation is greatly reduced, which greatly reduces noise and vibration problems during construction. Can do.
また、本実施形態の接合構造は、使用する接合部材があと施工アンカーと鋼板であり、一般に市販されており入手容易で安価であるので、コスト的にも有利である。 Moreover, since the joining member to be used is a post-construction anchor and a steel plate and is generally commercially available and easily available and inexpensive, the joining structure of this embodiment is advantageous in terms of cost.
以上のように本発明を実施するための形態について説明したが、本発明はこれらに限定されるものではなく、本発明の技術的思想の範囲内で各種の変形が可能である。例えば、本実施形態では、既存躯体に耐震・制震のための補強部材を接合することを例にしたが、本発明は、これに限定されず、既存躯体に他の新たな部材を接合する場合にも適用できることはもちろんである。 As described above, the modes for carrying out the present invention have been described. However, the present invention is not limited to these, and various modifications can be made within the scope of the technical idea of the present invention. For example, in the present embodiment, an example is described in which a reinforcing member for earthquake resistance and vibration control is joined to an existing housing, but the present invention is not limited to this, and another new member is joined to the existing housing. Of course, it can also be applied to cases.
また、本実施形態では、鋼板１１，１２からなる一組を梁、柱の中央部に設けたが、本発明は、これに限定されず、たとえば、二組（またはこれ以上）に分割して設けてもよい。 Moreover, in this embodiment, although one set which consists of the steel plates 11 and 12 was provided in the center part of the beam and the pillar, this invention is not limited to this, For example, it divides | segments into two sets (or more). It may be provided.
また、図１では本実施形態による接合構造を、柱と梁に囲まれた既存躯体の面内に設置する補強部材の接合部に適用したが、本発明はこれに限定されず、柱・梁躯体の側面に設置するように面外に設置する補強部材の接合部に適用してもよい。 Further, in FIG. 1, the joint structure according to the present embodiment is applied to the joint portion of the reinforcing member installed in the plane of the existing frame surrounded by the pillar and the beam, but the present invention is not limited to this, and the pillar / beam You may apply to the junction part of the reinforcement member installed outside a surface so that it may install in the side surface of a housing.
１０ 接合構造
１１ 第１の鋼板
１２ 第２の鋼板
１３ あと施工アンカー
１４ あと施工アンカー
Ｂ 梁（既存躯体）
Ｃ 柱（既存躯体）
Ｂ１ 第１の溝
Ｂ２ 第２の溝
ＢＳ 接合面
Ｒ 補強部材、耐震壁
DESCRIPTION OF SYMBOLS 10 Joining structure 11 1st steel plate 12 2nd steel plate 13 Post-construction anchor 14 Post-construction anchor B Beam (existing frame)
C Pillar (existing enclosure)
B1 First groove B2 Second groove BS Joint surface R Reinforcing member, earthquake-resistant wall
Claims (2)
前記既存躯体に固定されたあと施工アンカーによって前記既存躯体と前記新たな部材とを接合し、前記あと施工アンカーで引張力に対して抵抗させ、
前記既存躯体と前記新たな部材とに跨って鋼板を配置し、前記鋼板でせん断力に対して抵抗させることを特徴とする接合構造。 It is a joint structure for joining new members to existing reinforced concrete and steel reinforced concrete structures,
After joining the existing housing and the new member by the post-construction anchor fixed to the existing housing, the post-construction anchor resists the tensile force,
A joining structure characterized in that a steel plate is disposed across the existing housing and the new member, and the steel plate is made to resist shearing force.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2013051275A JP6120438B2 (en) | 2013-03-14 | 2013-03-14 | Junction structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2013051275A JP6120438B2 (en) | 2013-03-14 | 2013-03-14 | Junction structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2014177780A true JP2014177780A (en) | 2014-09-25 |
| JP6120438B2 JP6120438B2 (en) | 2017-04-26 |
Family
ID=51697994
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2013051275A Active JP6120438B2 (en) | 2013-03-14 | 2013-03-14 | Junction structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP6120438B2 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2015010345A (en) * | 2013-06-27 | 2015-01-19 | 株式会社長谷工コーポレーション | Additionally placed reinforcement structure of existing column |
| CN112282418A (en) * | 2020-10-28 | 2021-01-29 | 浙江天地环保科技股份有限公司 | Connecting joint of existing concrete column and heightened steel column and construction method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS58112991A (en) * | 1981-12-21 | 1983-07-05 | 株式会社新潟鐵工所 | Method of mounting strut to foundation in spherical tank |
| JPH0387452A (en) * | 1989-08-31 | 1991-04-12 | Kajima Corp | Pedestal part structure made of steel pipe concrete |
| JP2010090630A (en) * | 2008-10-09 | 2010-04-22 | Taisei Corp | Reinforcing member joint structure |
| JP2012001987A (en) * | 2010-06-18 | 2012-01-05 | Hitoshi Shiobara | Joint structure of structure and anchoring device for joining structures used therein |
| JP2012112095A (en) * | 2010-11-19 | 2012-06-14 | Shimizu Corp | Structure and method for placing concrete in contact with hardened concrete |
-
2013
- 2013-03-14 JP JP2013051275A patent/JP6120438B2/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS58112991A (en) * | 1981-12-21 | 1983-07-05 | 株式会社新潟鐵工所 | Method of mounting strut to foundation in spherical tank |
| JPH0387452A (en) * | 1989-08-31 | 1991-04-12 | Kajima Corp | Pedestal part structure made of steel pipe concrete |
| JP2010090630A (en) * | 2008-10-09 | 2010-04-22 | Taisei Corp | Reinforcing member joint structure |
| JP2012001987A (en) * | 2010-06-18 | 2012-01-05 | Hitoshi Shiobara | Joint structure of structure and anchoring device for joining structures used therein |
| JP2012112095A (en) * | 2010-11-19 | 2012-06-14 | Shimizu Corp | Structure and method for placing concrete in contact with hardened concrete |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2015010345A (en) * | 2013-06-27 | 2015-01-19 | 株式会社長谷工コーポレーション | Additionally placed reinforcement structure of existing column |
| CN112282418A (en) * | 2020-10-28 | 2021-01-29 | 浙江天地环保科技股份有限公司 | Connecting joint of existing concrete column and heightened steel column and construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| JP6120438B2 (en) | 2017-04-26 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| KR100991851B1 (en) | Earthquake retrofit structure for brick wall and construction method thereof | |
| KR101377327B1 (en) | Method for reinforcing seismic capability of existing moment frames buildings of reinforced concrete by section enlargement | |
| JP5213248B2 (en) | Seismic reinforcement structure for existing buildings | |
| JP5991132B2 (en) | Seismic reinforcement structure and construction method | |
| KR100956974B1 (en) | Building remodeling construction method using precast concrete panel, and remodeled building thereof | |
| KR20180010833A (en) | Seismic retrofit RC beam-column joints using hunch | |
| JP2006274613A (en) | Earthquake resistant reinforcing structure | |
| JP6638905B2 (en) | Beam-column connection structure and beam-column connection method | |
| JP2014181506A (en) | Extension structure of base-isolated building | |
| KR20090025496A (en) | Structure for reinforcing earthquake-proof efficiency | |
| JP6120438B2 (en) | Junction structure | |
| JP6122740B2 (en) | Seismic reinforcement structure | |
| KR101770988B1 (en) | Reforcing panel for concrete structure and reinforcing method using the same | |
| JP5337329B2 (en) | Post-installed anchor, seismic reinforcement structure using the anchor, and seismic reinforcement method | |
| JP2009235812A (en) | Joint structure of panel used for construction and method, and building structure | |
| KR20130117204A (en) | Earthquake-resistant frame and seismic retrofit method for building using the same | |
| KR101397886B1 (en) | Method for reinforcing seismic capability of existing moment frames buildings of reinforced concrete by section enlargement | |
| JP2007126830A (en) | Installation structure of stud to existing building | |
| JP2012207389A (en) | Seismic strengthening construction method for existing building | |
| JP2011202420A (en) | Structure and method for joining shaft member and rc member | |
| JP2012001881A (en) | External brace using aseismic reinforcement structure and aseismic reinforcement method | |
| JP2020002641A (en) | Column-beam joint structure, and method of joining column and beam | |
| JP3297413B2 (en) | Damping frame with friction damping mechanism | |
| KR101379891B1 (en) | Filled type enlargement construction structure method | |
| JP5696879B2 (en) | Concrete joint structure and concrete joint method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| A621 | Written request for application examination |
Free format text: JAPANESE INTERMEDIATE CODE: A621 Effective date: 20151215 |
|
| A977 | Report on retrieval |
Free format text: JAPANESE INTERMEDIATE CODE: A971007 Effective date: 20160930 |
|
| A131 | Notification of reasons for refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A131 Effective date: 20161004 |
|
| A521 | Request for written amendment filed |
Free format text: JAPANESE INTERMEDIATE CODE: A523 Effective date: 20161116 |
|
| TRDD | Decision of grant or rejection written | ||
| A01 | Written decision to grant a patent or to grant a registration (utility model) |
Free format text: JAPANESE INTERMEDIATE CODE: A01 Effective date: 20170323 |
|
| A61 | First payment of annual fees (during grant procedure) |
Free format text: JAPANESE INTERMEDIATE CODE: A61 Effective date: 20170327 |
|
| R150 | Certificate of patent or registration of utility model |
Ref document number: 6120438 Country of ref document: JP Free format text: JAPANESE INTERMEDIATE CODE: R150 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |