JP2003155777A - Reinforcing method for reinforced concrete member - Google Patents
Reinforcing method for reinforced concrete memberInfo
- Publication number
- JP2003155777A JP2003155777A JP2001353599A JP2001353599A JP2003155777A JP 2003155777 A JP2003155777 A JP 2003155777A JP 2001353599 A JP2001353599 A JP 2001353599A JP 2001353599 A JP2001353599 A JP 2001353599A JP 2003155777 A JP2003155777 A JP 2003155777A
- Authority
- JP
- Japan
- Prior art keywords
- lap joint
- reinforced concrete
- length
- steel plate
- concrete member
- 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
Landscapes
- Bridges Or Land Bridges (AREA)
- Joining Of Building Structures In Genera (AREA)
- Reinforcement Elements For Buildings (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は鉄筋コンクリート部
材の鉄筋継手部の補強方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for reinforcing a reinforced joint portion of a reinforced concrete member.
【０００２】[0002]
【従来の技術】従来、鉄筋コンクリート部材の耐震性能
が問題となる部位において、鉄筋の重ね継手を一断面に
集中して設けることは禁止されてきた。このように、耐
震性能が問題となる場合、その部位の鉄筋は機械式継
手、ガス圧接継手、溶接継手等鉄筋同士を物理的に直接
接合する技術を採用していた。2. Description of the Related Art Conventionally, it has been prohibited to provide lap joints of reinforcing bars concentrated on one section at a site where seismic performance of reinforced concrete members is a problem. In this way, when the seismic performance is a problem, for the reinforcing bars at that portion, a technique of physically directly joining the reinforcing bars such as a mechanical joint, a gas pressure welding joint, and a welding joint was adopted.
【０００３】[0003]
【発明が解決しようとする課題】しかしながら、上記の
ような機械式継手、ガス圧接継手、溶接継手等鉄筋同士
を物理的に直接接合する方法は施工に長時間を必要と
し、施工に要する費用がかかるという問題があった。SUMMARY OF THE INVENTION However, the method of physically directly joining rebars such as the mechanical joint, gas pressure joint, and weld joint as described above requires a long time for construction, and the cost required for construction is low. There was a problem of this.
【０００４】[0004]
【課題を解決するための手段】本発明は上記課題を解決
するためのものであり、鉄筋コンクリート部材におい
て、鉄筋を単に重ね合わせるだけの簡易な接合方法をと
り、その部分を鋼板により包囲することによって耐震上
も充分な強度を発揮できるようにしようとするものであ
る。請求項１の発明は、一断面に集中して設けられた鉄
筋の重ね継手部を鋼板で包囲する鉄筋コンクリート部材
の補強方法において、鋼板の径厚比を１７９以下とし、
前記重ね継手部の長さは、鉄筋コンクリート部材が繰り
返し荷重を支えきれなくなった時点の変位を、前記部材
の主鉄筋が降伏した時点の変位で除した値である靱性率
が１０以上となる長さとするとともに、前記鋼板で包囲
する部材軸方向の長さを、重ね継手部の長さに、重ね継
手をなす主鉄筋のコンクリート表面からのかぶり厚さを
重ね継手部の両端に加えた長さ以上としたことを特徴と
する。請求項２の発明は、前記重ね継手部が、コンクリ
ート強度が１０．５Ｎ／ｍｍ2以上のとき、重ね継手を
なす主鉄筋直径の２５倍の長さ以上であることを特徴と
する。請求項３の発明は、前記重ね継手部が、コンクリ
ート強度が３３．１Ｎ／ｍｍ2以上のとき、重ね継手を
成す主鉄筋直径の１８．８倍の長さ以上であることを特
徴とする。DISCLOSURE OF THE INVENTION The present invention is to solve the above-mentioned problems, and in a reinforced concrete member, a simple joining method of simply overlapping the reinforcing bars is adopted, and the portion is surrounded by a steel plate. It is intended to be able to exert sufficient strength on earthquake resistance. The invention of claim 1 is a method for reinforcing a reinforced concrete member, wherein a lap joint portion of reinforcing bars provided concentrated on one cross section is surrounded by a steel plate, and a diameter-thickness ratio of the steel plate is 179 or less,
The length of the lap joint portion is a value obtained by dividing the displacement at the time when the reinforced concrete member cannot support the repeated load by the displacement at the time when the main reinforcing bar of the member yields, and the toughness rate is 10 or more. In addition, the length in the axial direction of the member surrounded by the steel plate is equal to or greater than the length of the lap joint part, and the cover thickness from the concrete surface of the main rebar forming the lap joint to both ends of the lap joint part. It is characterized by The invention of claim 2 is characterized in that, when the concrete strength is 10.5 N / mm 2 or more, the lap joint portion has a length of 25 times or more the diameter of the main rebar forming the lap joint. The invention of claim 3 is characterized in that, when the concrete strength is 33.1 N / mm 2 or more, the lap joint portion has a length of 18.8 times or more the diameter of the main rebar forming the lap joint.
【０００５】[0005]
【発明の実施の形態】以下、図面を参照しながら本発明
の実施の形態について説明する。図１は本発明のコンク
リート部材の補強方法の一実施形態を説明する図で、鉄
筋の重ね継手を鋼板で包囲することにより補強する構成
を示しており、図では斜め上方から見た補強部分を示
し、鉄筋コンクリート部材の右手前、約１／４部分はコ
ンクリートと鋼板とを透過した内部の鉄筋重ね継手が直
接見えるように示してあり、鉄筋コンクリート部材の上
方についても同様にコンクリートを透過して内部の鉄筋
が直接見えるように示したものである。BEST MODE FOR CARRYING OUT THE INVENTION Embodiments of the present invention will be described below with reference to the drawings. FIG. 1 is a diagram for explaining an embodiment of a reinforcing method for a concrete member of the present invention, and shows a configuration for reinforcing by reinforcing a lap joint of reinforcing bars with a steel plate. In the right front of the reinforced concrete member, about 1/4 part is shown so that the internal reinforced lap joint that penetrates the concrete and the steel plate can be seen directly, and the upper part of the reinforced concrete member also penetrates the concrete and penetrates the inside. It is shown that the reinforcing bars can be seen directly.
【０００６】鉄筋コンクリート部材４は鉄筋コンクリー
ト部材５と鉄筋の重ね継手により接合される部材であ
り、特定の形状を示す必要がないため、その表面を概念
的に示してあり、例えば、フーチング、コンクリート
柱、或いは他の任意のコンクリート構造体である。鉄筋
コンクリート部材５の主鉄筋である鉄筋２の上端部と、
鉄筋コンクリート部材４の主鉄筋である鉄筋１とを、図
中、鉄筋の重ね継手と表示した範囲で重なり合わせ、重
ね継手を構成する。なお、ここでは帯鉄筋は図示を省略
している。この重ね継手部分の部材周囲を鋼板３により
包囲して型枠とし、さらに鉄筋１を建て込んだ部分に型
枠を施工してコンクリートを打設する。こうして、鉄筋
コンクリート部材の重ね継手部分を鋼板３で包囲して補
強する。なお、図では円形断面のコンクリート部材を鋼
板で包囲するようにしているが、角型断面のコンクリー
ト部材であってもよいことは言うまでもない。The reinforced concrete member 4 is a member that is joined to the reinforced concrete member 5 by a lap joint of the reinforcing bars, and since it is not necessary to show a specific shape, its surface is shown conceptually. For example, footing, concrete columns, Alternatively, it is any other concrete structure. The upper end of the reinforcing bar 2 which is the main reinforcing bar of the reinforced concrete member 5,
The reinforcing bar 1 which is the main reinforcing bar of the reinforced concrete member 4 is overlapped in the range indicated as a lap joint of the reinforcing bars in the figure to form a lap joint. In addition, illustration of the band reinforcement is omitted here. The periphery of the member of the lap joint portion is surrounded by the steel plate 3 to form a form, and the form is further constructed on the portion where the reinforcing bar 1 is built, and concrete is poured. In this way, the lap joint portion of the reinforced concrete member is surrounded by the steel plate 3 to be reinforced. Although a concrete member having a circular cross section is surrounded by a steel plate in the drawing, it goes without saying that a concrete member having a square cross section may be used.
【０００７】鉄筋の重ね継手は、鉄筋同士は物理的に接
合されている必要はなく、継手周囲のコンクリートを介
して鉄筋によるコンクリート部材の補強効果を連続的、
すなわち、継手のない１本ものの鉄筋と同様に得られる
ようにしたものである。従って、重ね継手に引張り力ま
たは圧縮力が作用した場合、重ね継手周囲のコンクリー
トがこの力を伝達せしめる程度に健全である必要があ
る。そのために、本実施形態においては、重ね継手コン
クリートの周囲を鋼板で包囲し、閉合してコンクリート
の変形を拘束している。その結果、鉄筋の引張力および
圧縮力の伝達に必要な鉄筋−コンクリート間の付着力を
確保することができる。In the lap joint of reinforcing bars, the reinforcing bars do not have to be physically joined to each other, and the reinforcing effect of the concrete member by the reinforcing bars is continuously provided through the concrete around the joint,
That is, it is obtained in the same manner as one rebar without a joint. Therefore, when a tensile force or a compressive force acts on the lap joint, the concrete around the lap joint needs to be sound enough to transmit this force. Therefore, in the present embodiment, the periphery of the lap joint concrete is surrounded by steel plates and closed to restrain the deformation of the concrete. As a result, it is possible to secure the adhesive force between the reinforcing bar and the concrete required for transmitting the tensile force and the compressive force of the reinforcing bar.
【０００８】次に本実施形態における具体的仕様を決定
するために行った実験結果について説明する。表１は、
実物の約１／２程度の鉄筋コンクリート部材模型試験体
を作成し、これに油圧ジャッキによって耐震時に想定さ
れる繰り返し荷重を実際に与え、試験体番号１〜１４の
各試験体について強度を確認したものである。Next, the results of experiments conducted to determine the specific specifications in this embodiment will be described. Table 1 shows
Approximately ½ of the actual model reinforced concrete member model test body was created, and the repeated load assumed during earthquake resistance was actually given to this by the hydraulic jack, and the strength of each test body number 1 to 14 was confirmed. Is.
【０００９】図２は荷重と変位の関係を示す図である。
試験方法は、試験体の根元部分の主鉄筋が降伏するま
で、荷重制御で正負１回ずつの裁荷とし、以後は降伏変
位をの整数倍の変位を変位制御で正負１回ずつ裁荷し、
最大荷重が降伏荷重を下回った時点で試験終了とした。
図において主鉄筋が降伏する荷重Ｐｙで、このときの変
位をδｙとし、以後は降伏変位をδｙとしてその整数倍
の変位を正負１回ずつ裁荷し、最大荷重が降伏荷重Ｐｙ
を下回った時点で試験終了であり、このときの変位がδ
ｕであり、後述する靱性率はδｕ／δｙである。FIG. 2 is a diagram showing the relationship between load and displacement.
The test method is to load and unload the positive reinforcement once at the load control until the main rebar at the root of the test specimen yields. ,
The test was terminated when the maximum load fell below the yield load.
In the figure, a load Py at which the main reinforcing bar yields, the displacement at this time is set to δy, and thereafter, the yield displacement is set to δy, and an integral multiple of the displacement is positively and negatively determined once, and the maximum load is the yield load Py.
The test ends when the value falls below the
u, and the toughness rate described later is δu / δy.
【００１０】[0010]
【表１】
表１における主鉄筋本数は、使用した鉄筋Ｄ１６（直径
１６ｍｍ）を鉄筋コンクリート部材の外側１列に配置し
た本数を示し、ここで外側とは試験体に荷重を与えた時
の引張り側若しくは圧縮側のことである。継手部コンク
リート強度は本実施形態の重ね継手部周囲のコンクリー
ト強度（Ｎ／ｍｍ2 ）を示す。重ね継手長は、重ね継手
を形成する鉄筋の重ね合わせ長さ（ｃｍ）を示す。鋼板
長は、重ね継手部を円形に包囲した鋼板の部材方向の長
さ（ｃｍ）を示す。鋼板径は、重ね継手部を円形に包囲
した鋼板の部材断面における外径（ｃｍ）を示す。鋼板
厚は、重ね継手部を円形に包囲した鋼板の厚さ（ｍｍ）
を示す。径厚比は、鋼板の外径と鋼板の厚さとの比（鋼
板外径／鋼板厚）を示す。靱性率は、主に鉄筋コンクリ
ート部材が地震等により繰り返し応力を受けたときの部
材の粘り強さを示す指標値であり、前述したように、部
材が荷重を支えきれなくなった時点の部材の変位を部材
に配置された鉄筋が降伏に達した時点の変位で除した値
であり、耐震設計の上で充分な安全性を確保するために
はほぼ１０以上であり、試験体番号５、６、９、１１、
１３、１４が該当する。なお、表１の＞１４は、１４よ
り大きいことを意味している。[Table 1] The number of main reinforcing bars in Table 1 indicates the number of the used reinforcing bars D16 (diameter 16 mm) arranged in one row on the outer side of the reinforced concrete member, and the outer side here indicates the tensile side or compression side when a load is applied to the test body. That is. The joint concrete strength indicates the concrete strength (N / mm 2 ) around the lap joint of the present embodiment. The lap joint length indicates the lap length (cm) of the reinforcing bars forming the lap joint. The steel plate length indicates the length (cm) in the member direction of the steel plate that surrounds the lap joint in a circle. The steel plate diameter indicates the outer diameter (cm) in the member cross section of the steel plate that surrounds the lap joint in a circle. Steel plate thickness is the thickness of the steel plate that surrounds the lap joint in a circle (mm)
Indicates. The diameter-thickness ratio indicates the ratio between the outer diameter of the steel plate and the thickness of the steel plate (steel plate outer diameter / steel plate thickness). The toughness rate is an index value that indicates the tenacity of a reinforced concrete member when it is repeatedly stressed by an earthquake or the like, and as described above, the displacement of the member when the member cannot support the load is calculated. It is the value divided by the displacement at the time when the reinforcing bar placed at the point of yielding. It is about 10 or more in order to secure sufficient safety in the seismic design, and the test specimen numbers 5, 6, 9, 11,
13 and 14 are applicable. In addition,> 14 in Table 1 means that it is larger than 14.
【００１１】表１の結果から、鉄筋の重ね継手の補強形
態として好適なものを評価し、具体的な設計仕様を決定
する。鉄筋はコンクリートを拘束するに足る強度を有す
る必要があり、これは鋼板の厚さを一定とした場合に鋼
板の外径が増すに従って、拘束の効果が小さくなること
から、本実施形態では径厚比の値として表１において１
７９以下とした。From the results shown in Table 1, suitable reinforcing forms of the reinforcing bar lap joint are evaluated, and specific design specifications are determined. The reinforcing bar needs to have sufficient strength to restrain the concrete.This is because the effect of restraining becomes smaller as the outer diameter of the steel plate increases when the thickness of the steel plate is constant. 1 in Table 1 as the ratio value
It was set to 79 or less.
【００１２】以上から定まる必要な鋼板厚さを鉄筋コン
クリート部材の直径に応じて表２に示すように決定し
た。表２は鉄筋コンクリート部材の直径（ｍｍ）と、重
ね継手部を包囲する鋼板の厚みとの関係を示したもので
ある。The required steel plate thickness determined from the above was determined as shown in Table 2 according to the diameter of the reinforced concrete member. Table 2 shows the relationship between the diameter (mm) of the reinforced concrete member and the thickness of the steel plate surrounding the lap joint.
【００１３】[0013]
【表２】
表２に示すように、鉄筋コンクリート部材の直径が大き
い、すなわち負っている荷重が大きくなるに応じて鋼板
の厚みは厚くする。[Table 2] As shown in Table 2, the thickness of the steel plate is increased as the diameter of the reinforced concrete member increases, that is, as the applied load increases.
【００１４】また、重ね継手部のコンクリート強度は直
接的に重ね継手部の強度に関係し、所要強度よりも大き
くする必要がある。この値として本実施形態では、１
０．５Ｎ／ｍｍ2 以上とする。Further, the concrete strength of the lap joint is directly related to the strength of the lap joint and needs to be larger than the required strength. In this embodiment, this value is 1
0.5 N / mm 2 or more.
【００１５】また、上記と同様に鉄筋の重ね継手部は所
要長さよりを長くする必要がある。この値として本実施
形態ではコンクリート強度が１０．５Ｎ／ｍｍ2 以上の
場合は、重ね継手を成す主鉄筋直径の２５倍（試験体番
号１１の重ね継手長４００ｍｍを主鉄筋直径１６ｍｍで
除した値）の長さ以上とし、コンクリート強度が３３．
１Ｎ／ｍｍ2 以上の場合は、重ね継手を成す主鉄筋直径
の１８．８倍（試験体番号１３、１４の重ね継手長３０
０ｍｍを主鉄筋直径１６ｍｍで除した値）の長さ以上と
する。Further, similarly to the above, the lap joint portion of the reinforcing bar needs to be longer than the required length. As this value, in the present embodiment, when the concrete strength is 10.5 N / mm 2 or more, the diameter is 25 times the diameter of the main rebar forming the lap joint (the value obtained by dividing the lap joint length 400 mm of the test body number 11 by the main rebar diameter 16 mm). ) Or more, the concrete strength is 33.
In the case of 1 N / mm 2 or more, the diameter of the main rebar forming the lap joint is 18.8 times (the lap joint length 30 of the test piece numbers 13 and 14
(0 mm divided by the diameter of the main rebar 16 mm)) or more.
【００１６】また、上記と同様に鉄筋コンクリート部材
軸方向の鋼管長さは所要長さよりも長くする必要があ
る。この値として、本実施形態では、重ね継手部分を充
分に拘束できる長さとして、重ね継手長に重ね継手をな
す主鉄筋のコンクリート表面からのかぶり厚さを重ね継
手長両端に加えた長さ以上とした。すなわち、図３にお
いて、丸型コンクリートの場合（図３（ａ））、角型コ
ンクリートの場合（図３（ｂ））において、鉄筋から鋼
板３までの間隔（かぶり）をＣとしたとき、図３（ｃ）
に示すように、重ね継手の両端にＣを加えた長さ以上を
鋼板長さとした。これは引張り、圧縮時にコンクリート
部材軸方向に対して４５°の傾きで主鉄筋に対して荷重
が加わると仮定し、重ね継手部全長の主鉄筋に対して鋼
板が補強効果をもつようにするためである。Further, similarly to the above, the length of the steel pipe in the axial direction of the reinforced concrete member must be longer than the required length. As this value, in the present embodiment, as a length that can sufficiently restrain the lap joint portion, the cover thickness from the concrete surface of the main rebar forming the lap joint to the lap joint length is equal to or more than the length obtained by adding both ends of the lap joint length. And That is, in FIG. 3, in the case of round concrete (FIG. 3 (a)) and in the case of square concrete (FIG. 3 (b)), when the distance (cover) from the reinforcing bar to the steel plate 3 is C, 3 (c)
As shown in, the steel plate length was defined as a length equal to or greater than the length of C added to both ends of the lap joint. This is because it is assumed that a load is applied to the main rebar at an inclination of 45 ° with respect to the axial direction of the concrete member during tension and compression, so that the steel plate has a reinforcing effect on the main rebar of the entire length of the lap joint. Is.
【００１７】なお、本発明では、上記実施形態に限定さ
れるものではない。上記実施形態は例示であり、本発明
の特許請求の範囲に記載された技術的思想と本質的に同
一な構成を有し、同様な作用効果を奏するものは如何な
るものであっても、本発明の技術的範囲に包含される。The present invention is not limited to the above embodiment. The above-described embodiment is merely an example, and the present invention has essentially the same configuration as the technical idea described in the scope of claims of the present invention and has any similar effects. It is included in the technical scope of.
【００１８】[0018]
【発明の効果】以上説明したように、本発明によれば、
鉄筋コンクリート部材において、１断面に集中して鉄筋
の重ね継手を設けた場合でも、地震に対して充分な強度
を得ることができ、安価な材料だけを用いて短時間、か
つ容易に鉄筋継手を構成することができる。As described above, according to the present invention,
In reinforced concrete members, it is possible to obtain sufficient strength against earthquakes even when lap joints of reinforcing bars are provided concentrated on one cross section, and it is possible to easily and quickly construct reinforced joints using only inexpensive materials. can do.
【図１】 本発明の補強方法の一実施形態を説明する図
である。FIG. 1 is a diagram illustrating an embodiment of a reinforcing method of the present invention.
【図２】 荷重と変位の関係を示す図である。FIG. 2 is a diagram showing a relationship between load and displacement.
【図３】 鋼管長さを説明する図である。FIG. 3 is a diagram illustrating a steel pipe length.
１、２…鉄筋、３…鋼板、４、５…鉄筋コンクリート部
材、。1, 2 ... Reinforcing bar, 3 ... Steel plate, 4, 5 ... Reinforced concrete member.
───────────────────────────────────────────────────── フロントページの続き (72)発明者 山内 俊幸 東京都渋谷区代々木二丁目２番２号 東日 本旅客鉄道株式会社内 Ｆターム(参考） 2D059 AA03 GG05 GG37 GG40 2E125 AA03 AA13 AB11 AC01 BA02 BA41 BB19 BD01 EA33 2E164 AA02 CA15 CA31 ─────────────────────────────────────────────────── ─── Continued front page (72) Inventor Toshiyuki Yamauchi 2-2-2 Yoyogi, Shibuya-ku, Tokyo Tohnichi Inside the passenger railway F term (reference) 2D059 AA03 GG05 GG37 GG40 2E125 AA03 AA13 AB11 AC01 BA02 BA41 BB19 BD01 EA33 2E164 AA02 CA15 CA31
Claims (3)
継手部を鋼板で包囲する鉄筋コンクリート部材の補強方
法において、 鋼板の径厚比を１７９以下とし、前記重ね継手部の長さ
は、鉄筋コンクリート部材が繰り返し荷重を支えきれな
くなった時点の変位を、前記部材の主鉄筋が降伏した時
点の変位で除した値である靱性率が１０以上となる長さ
とするとともに、前記鋼板で包囲する部材軸方向の長さ
を、重ね継手部の長さに、重ね継手をなす主鉄筋のコン
クリート表面からのかぶり厚さを重ね継手部の両端に加
えた長さ以上としたことを特徴とする鉄筋コンクリート
部材の補強方法。1. A method for reinforcing a reinforced concrete member in which a lap joint portion of reinforcing bars provided concentrated on one cross section is surrounded by a steel plate, wherein a diameter ratio of the steel sheet is 179 or less, and a length of the lap joint portion is A member to be surrounded by the steel plate while having a toughness of 10 or more, which is a value obtained by dividing the displacement at the time when the reinforced concrete member cannot support the repeated load by the displacement at the time when the main reinforcing bar of the member yields. Reinforced concrete member characterized in that the axial length is equal to or greater than the length of the lap joint part and the cover thickness of the main rebar forming the lap joint from the concrete surface added to both ends of the lap joint part. Reinforcement method.
継手部は、コンクリート強度が１０．５Ｎ／ｍｍ2 以上
のとき、重ね継手をなす主鉄筋直径の２５倍の長さ以上
であることを特徴とする鉄筋コンクリート部材の補強方
法。2. The method according to claim 1, wherein the lap joint portion has a length of 25 times or more the diameter of the main rebar forming the lap joint when the concrete strength is 10.5 N / mm 2 or more. Reinforced concrete reinforced concrete member.
継手部は、コンクリート強度が３３．１Ｎ／ｍｍ2 以上
のとき、重ね継手を成す主鉄筋直径の１８．８倍の長さ
以上であることを特徴とする鉄筋コンクリート部材の補
強方法。3. The method according to claim 1, wherein when the concrete strength is 33.1 N / mm 2 or more, the lap joint portion has a length of 18.8 times or more the diameter of the main reinforcing bar forming the lap joint. A method for reinforcing a reinforced concrete member, which is characterized in that
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001353599A JP3750850B2 (en) | 2001-11-19 | 2001-11-19 | Reinforcing method for reinforced concrete members |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001353599A JP3750850B2 (en) | 2001-11-19 | 2001-11-19 | Reinforcing method for reinforced concrete members |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2003155777A true JP2003155777A (en) | 2003-05-30 |
| JP3750850B2 JP3750850B2 (en) | 2006-03-01 |
Family
ID=19165593
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2001353599A Expired - Fee Related JP3750850B2 (en) | 2001-11-19 | 2001-11-19 | Reinforcing method for reinforced concrete members |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3750850B2 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111691290A (en) * | 2020-07-07 | 2020-09-22 | 郑琼华 | Prefabricated pier of equipment |
| CN114382231A (en) * | 2022-01-25 | 2022-04-22 | 安徽工业大学 | PVC-FRP pipe reinforced concrete column and steel plate shear wall connection structure with good stability |
-
2001
- 2001-11-19 JP JP2001353599A patent/JP3750850B2/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111691290A (en) * | 2020-07-07 | 2020-09-22 | 郑琼华 | Prefabricated pier of equipment |
| CN114382231A (en) * | 2022-01-25 | 2022-04-22 | 安徽工业大学 | PVC-FRP pipe reinforced concrete column and steel plate shear wall connection structure with good stability |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3750850B2 (en) | 2006-03-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| JP2003041708A (en) | Member for structure | |
| JP2008025236A (en) | Precast prestressed concrete beam using tension material different in strength between end part and central part | |
| JP2003155777A (en) | Reinforcing method for reinforced concrete member | |
| Aragon et al. | Behavior of ductile short-grouted seismic reinforcing bar-to-foundation connections under adverse construction conditions | |
| JP7157401B2 (en) | Joint structure of column-center-column assembly type restraint | |
| JP2006183311A (en) | Reinforcing structure of circumference of opening section in reinforced concrete beam | |
| JP2005155036A (en) | Column of building and rigid-frame structure using this column | |
| JPH08246547A (en) | Pole-beam junction structure | |
| JP2009197499A (en) | Method for manufacturing precast rc column and rc column | |
| JP2014173223A (en) | Reinforcement structure | |
| JP2005083136A (en) | Composite structure support | |
| JP4984908B2 (en) | Reinforced structure of concrete beam with opening, method for manufacturing concrete beam with opening, beam structure, steel pipe for opening reinforcement | |
| JP3648094B2 (en) | Construction method of earthquake-resistant wall of steel structure. | |
| JPH08338104A (en) | Reinforced concrete pillar and its reinforcing method | |
| JPH08326052A (en) | Reinforced concrete pile | |
| JPH0472929B2 (en) | ||
| JP2004270416A (en) | Pile with large-diameter bearing plate, and structure for joining pile head thereof | |
| JPH08260565A (en) | Reinforced concrete wall column | |
| JP7195793B2 (en) | Slope rebar connection structure | |
| JP2009102986A (en) | Mold steel and wall body using the same | |
| JPH0544299A (en) | Reinforcing structure of structural steel reinforced concrete structure column member | |
| JPH0381443A (en) | Structure for reinforced concrete column | |
| JPH02248582A (en) | Continuous layer, earthquake-proof wall structure for high-storied structure | |
| JP4565315B2 (en) | Column reinforcement method | |
| JP2003155778A (en) | Material end fixing structure of component in building of reinforced concrete construction |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| A977 | Report on retrieval |
Free format text: JAPANESE INTERMEDIATE CODE: A971007 Effective date: 20050909 |
|
| 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: 20051130 |
|
| A61 | First payment of annual fees (during grant procedure) |
Free format text: JAPANESE INTERMEDIATE CODE: A61 Effective date: 20051201 |
|
| R150 | Certificate of patent or registration of utility model |
Free format text: JAPANESE INTERMEDIATE CODE: R150 Ref document number: 3750850 Country of ref document: JP Free format text: JAPANESE INTERMEDIATE CODE: R150 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20091216 Year of fee payment: 4 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20101216 Year of fee payment: 5 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20101216 Year of fee payment: 5 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20111216 Year of fee payment: 6 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20121216 Year of fee payment: 7 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20121216 Year of fee payment: 7 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20131216 Year of fee payment: 8 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| LAPS | Cancellation because of no payment of annual fees |