JP2014101662A - Reinforcement structure and reinforcement method of existing beam member - Google Patents

Reinforcement structure and reinforcement method of existing beam member Download PDF

Info

Publication number
JP2014101662A
JP2014101662A JP2012253564A JP2012253564A JP2014101662A JP 2014101662 A JP2014101662 A JP 2014101662A JP 2012253564 A JP2012253564 A JP 2012253564A JP 2012253564 A JP2012253564 A JP 2012253564A JP 2014101662 A JP2014101662 A JP 2014101662A
Authority
JP
Japan
Prior art keywords
existing
reinforcing
reinforcement
outdoor
column
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
Application number
JP2012253564A
Other languages
Japanese (ja)
Other versions
JP6067343B2 (en
Inventor
Takeshi Hiwatari
健 樋渡
Masashi Kagara
昌史 加々良
Masaharu Kubota
雅春 久保田
Takahide Abe
隆英 阿部
Hiroshi Kuramoto
洋 倉本
Original Assignee
Toa Harbor Works Co Ltd
東亜建設工業株式会社
Tobishima Corp
飛島建設株式会社
Osaka Univ
国立大学法人大阪大学
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Toa Harbor Works Co Ltd, 東亜建設工業株式会社, Tobishima Corp, 飛島建設株式会社, Osaka Univ, 国立大学法人大阪大学 filed Critical Toa Harbor Works Co Ltd
Priority to JP2012253564A priority Critical patent/JP6067343B2/en
Publication of JP2014101662A publication Critical patent/JP2014101662A/en
Application granted granted Critical
Publication of JP6067343B2 publication Critical patent/JP6067343B2/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Abstract

PROBLEM TO BE SOLVED: To provide a reinforcement structure and a reinforcement method of an existing beam member capable of performing reinforcement work without disturbing indoor use of a structure to be reinforced and obtaining appropriate reinforcement effects on the structure while securing shear resistance required for a target shear displacement amount of the existing beam member.SOLUTION: Only on an outdoor-side surface 2a of an existing beam member 2 bridging a column member 5 and a column member 5, a reinforcement member 7 is disposed so as to cover the outdoor-side surface 2a. In the state where a predetermined gap (g) is kept between both ends of the reinforcement member 7 and the column members 5 opposing both the ends, the reinforcement member 7 is integrated with the existing beam member 2 and fixed.

Description

本発明は、既存梁部材の補強構造および補強方法に関し、さらに詳しくは、補強対象となる構造物の屋内使用を妨げることなく補強施工が可能であり、既存梁部材の目標とするせん断変位量における必要なせん断耐力を確保して、構造物に対する適切な補強効果が得られる既存梁部材の補強構造および補強方法に関するものである。   The present invention relates to a reinforcing structure and a reinforcing method for an existing beam member. More specifically, the present invention can be reinforced without obstructing indoor use of a structure to be reinforced, and at a target shear displacement amount of the existing beam member. The present invention relates to a reinforcing structure and a reinforcing method for an existing beam member that can secure a necessary shear strength and obtain an appropriate reinforcing effect for a structure.
既存の構造物を耐震補強する方法は種々提案されている。図16、図17に例示するように、構造物11の耐震性を向上させる場合に、コンクリートCに主筋3やせん断補強筋4が埋設された鉄筋コンリート製の既存梁部材2の表面(屋外側表面2a、屋内側表面2bおよび下側表面2c)に鋼板等の補強部材12を巻き付けて一体化させる方法が知られている。このような従来の補強方法は、補強する既存梁部材2のせん断耐力を高めることに注力していて、補強した既存梁部材2のせん断耐力が必要以上(オーバースペック)になることが多い。また、補強された既存梁部材2のせん断耐力は向上しても、その周辺の既存部材(柱部材5)が補強されないと、既存梁部材2と柱部材5の間で、構造物11が外力を受けた際に荷重負担のアンバランスが生じる。そのため、補強されていない柱部材5に対する荷重負担が増大して構造物11の全体としては十分な補強効果が得られないこともある。   Various methods for seismic reinforcement of existing structures have been proposed. As illustrated in FIGS. 16 and 17, when the seismic resistance of the structure 11 is improved, the surface of the existing beam member 2 made of reinforced concrete in which the main reinforcement 3 and the shear reinforcement 4 are embedded in the concrete C (outdoor side) A method is known in which a reinforcing member 12 such as a steel plate is wound around and integrated with the surface 2a, the indoor surface 2b and the lower surface 2c). Such a conventional reinforcing method focuses on increasing the shear strength of the existing beam member 2 to be reinforced, and the shear strength of the reinforced existing beam member 2 is often more than necessary (over spec). In addition, even if the shear strength of the reinforced existing beam member 2 is improved, if the existing member (column member 5) in the vicinity thereof is not reinforced, the structure 11 between the existing beam member 2 and the column member 5 has an external force. Load balance will be unbalanced. Therefore, the load burden on the column member 5 that is not reinforced increases, and the structure 11 as a whole may not have a sufficient reinforcing effect.
また、既存部材の表面に補強部材を巻き付ける補強方法では、構造物の内側および外側から補強施工をする必要があり、補強施工中に構造物の屋内使用ができない、或いは、屋内使用が著しく制約されるという問題がある。したがって、人が日常的に生活する集合住宅等の構造物を対象とした補強には不向きである。   In addition, in the reinforcing method in which a reinforcing member is wound around the surface of an existing member, it is necessary to perform reinforcement work from the inside and outside of the structure, and the structure cannot be used indoors during the reinforcement work, or indoor use is significantly restricted. There is a problem that. Therefore, it is not suitable for reinforcement intended for structures such as apartment houses where people live daily.
この問題を解決するために、構造物の外側からだけで施工を行なうことができる補強方法が種々提案されている(例えば、特許文献1参照)。特許文献1では、補強用形鋼と繊維強化コンクリートとからなる鉄骨コンクリート合成構造部材(補強部材)を、既設建物の外壁面に一体化させる補強方法が提案されている。この補強方法では、補強部材として、形鋼および繊維強化コンクリートを用いることが要求されるので、使用する材料の選択の余地が小さい。また、梁体の屋外側表面のみに補強部材を一体化させて補強した場合に、その補強部材の両端が柱体と連結した状態になると、柱体には補強部材を介して梁体からのせん断力が直接作用するので、柱体にも補強を施す必要が生じる。   In order to solve this problem, various reinforcing methods capable of performing construction only from the outside of the structure have been proposed (see, for example, Patent Document 1). Patent Document 1 proposes a reinforcing method in which a steel-concrete composite structural member (reinforcing member) made of reinforcing steel and fiber-reinforced concrete is integrated with an outer wall surface of an existing building. In this reinforcing method, since it is required to use a shape steel and fiber reinforced concrete as the reinforcing member, there is little room for selection of a material to be used. In addition, when a reinforcing member is integrated and reinforced only on the outdoor surface of the beam body, when both ends of the reinforcing member are connected to the column body, the column body is separated from the beam body via the reinforcement member. Since the shearing force acts directly, it is necessary to reinforce the column body.
特開2006−312859号公報JP 2006-312859 A
本発明の目的は、補強対象となる構造物の屋内使用を妨げることなく補強施工が可能であり、既存梁部材の目標とするせん断変位量における必要なせん断耐力を確保して、構造物に対する適切な補強効果が得られる既存梁部材の補強構造および補強方法を提供することにある。   The purpose of the present invention is to enable reinforcement work without hindering the indoor use of the structure to be reinforced, and to ensure the necessary shear strength at the target shear displacement of the existing beam member, and to ensure that the structure is appropriate. An object of the present invention is to provide a reinforcing structure and a reinforcing method for an existing beam member that can provide a sufficient reinforcing effect.
上記目的を達成するため本発明の既存梁部材の補強構造は、柱部材と柱部材との間に架け渡された既存梁部材に固定される補強部材を備えた既存梁部材の補強構造において、前記補強部材が前記既存梁部材の屋外側表面のみに、この屋外側表面を覆うように前記既存梁部材と一体化して固定され、この補強部材の両端とこの両端に対向する前記柱部材のそれぞれとの間に所定すき間が形成されていることを特徴とする。   In order to achieve the above object, the reinforcement structure for an existing beam member of the present invention is a reinforcement structure for an existing beam member including a reinforcement member fixed to an existing beam member spanned between a column member and a column member. The reinforcing member is fixed to only the outdoor side surface of the existing beam member so as to cover the outdoor side surface, and is integrated and fixed with the existing beam member, and both ends of the reinforcing member and the column members facing the both ends are respectively fixed. A predetermined gap is formed between the two.
また、本発明の既存梁部材の補強方法は、柱部材と柱部材との間に架け渡された既存梁部材の補強方法において、前記既存梁部材の屋外側表面のみに、この屋外側表面を覆うように補強部材を配置し、この補強部材の両端とこの両端に対向する前記柱部材のそれぞれとを所定すき間をあけた状態にして、この補強部材を前記既存梁部材と一体化して固定することを特徴とする。   Further, the reinforcing method of the existing beam member according to the present invention is the reinforcing method of the existing beam member spanned between the column member and the outdoor side surface only on the outdoor side surface of the existing beam member. The reinforcing member is arranged so as to cover, and the reinforcing member is integrated and fixed with the existing beam member with both ends of the reinforcing member and each of the column members facing the both ends being provided with a predetermined gap. It is characterized by that.
本発明によれば、補強部材が既存梁部材の屋外側表面のみに、この屋外側表面を覆うように既存梁部材と一体化して固定されるので、補強施工を構造物の外側からのみで済ませることができる。それ故、補強施工中に補強対象の構造物の屋内使用が制約されることがなく、集合住宅等の構造物を対象とした補強にも積極的に適用することができる。尚、本発明の効果である「補強対象となる構造物の屋内使用を妨げることなく」とは、構造物の内側を補強する場合に、補強対象となる部屋の室内使用を妨げることがない、という意味を含むものである。   According to the present invention, since the reinforcing member is fixed to only the outdoor surface of the existing beam member so as to cover the outdoor side surface, the reinforcing work can be performed only from the outside of the structure. be able to. Therefore, indoor use of the structure to be reinforced is not restricted during the reinforcement work, and the structure can be positively applied to reinforcement for structures such as apartment houses. The effect of the present invention "without interfering with the indoor use of the structure to be reinforced" does not prevent indoor use of the room to be reinforced when reinforcing the inside of the structure. The meaning is included.
また、既存梁部材の屋外側表面のみに補強部材を設けることにより、目標とするせん断変位量を超えた場合にまで既存梁部材のせん断耐力を過大に向上させることがない。さらに、既存梁部材と一体化して固定された補強部材の両端とこの両端に対向する柱部材のそれぞれとの間に所定すき間が形成されているので、柱部材には補強部材を介して既存梁部材からのせん断力が直接作用することがなく、構造物が外力を受けた際の既存梁部材と柱部材との荷重負担のバランスは大きく変化しない。これにより、既存梁部材の目標とするせん断変位量における必要なせん断耐力を確保して、構造物に対する適切な補強効果を得ることが可能になる。   In addition, by providing the reinforcing member only on the outdoor surface of the existing beam member, the shear strength of the existing beam member is not excessively increased until the target shear displacement is exceeded. In addition, since a predetermined gap is formed between both ends of the reinforcing member fixed integrally with the existing beam member and each of the column members facing the both ends, the existing beam is connected to the column member via the reinforcing member. The shearing force from the member does not act directly, and the balance of the load burden between the existing beam member and the column member when the structure receives an external force does not change greatly. Thereby, it is possible to secure a necessary shear strength at the target shear displacement amount of the existing beam member and obtain an appropriate reinforcing effect for the structure.
本発明の補強構造を有する構造物を例示する正面図である。It is a front view which illustrates the structure which has a reinforcement structure of the present invention. 図1の既存梁部材の内部構造を正面視で例示する説明図である。It is explanatory drawing which illustrates the internal structure of the existing beam member of FIG. 1 by a front view. 図1のA―A断面図である。It is AA sectional drawing of FIG. 図1のB―B断面図である。It is BB sectional drawing of FIG. 図1の補強構造を構築する工程を平面視で例示する説明図である。It is explanatory drawing which illustrates the process of constructing the reinforcement structure of FIG. 1 by planar view. 図1の補強構造を構築する工程を断面視で例示する説明図である。It is explanatory drawing which illustrates the process of constructing the reinforcement structure of FIG. 1 by sectional view. 補強前の既存梁部材および本発明により補強された既存梁部材のせん断変位量とせん断力との関係を例示するグラフ図である。It is a graph which illustrates the relationship between the shear displacement amount and shear force of the existing beam member before reinforcement and the existing beam member reinforced by this invention. 補強前の既存梁部材および従来方法により補強された既存梁部材のせん断変位量とせん断力との関係を例示するグラフ図である。It is a graph which illustrates the relationship between the amount of shear displacement and the shear force of the existing beam member before reinforcement, and the existing beam member reinforced by the conventional method. 本発明の補強構造を有する構造物の変形例を平面視で示す説明図である。It is explanatory drawing which shows the modification of the structure which has a reinforcement structure of this invention by planar view. 試験サンプルに対する静的載荷実験を模式的に例示する説明図である。It is explanatory drawing which illustrates typically the static loading experiment with respect to a test sample. 図10の試験サンプルを例示する斜視図である。It is a perspective view which illustrates the test sample of FIG. 比較例の静的載荷実験結果を例示するグラフ図である。It is a graph which illustrates the static loading experiment result of a comparative example. 実施例1の静的載荷実験結果を例示するグラフ図である。FIG. 6 is a graph illustrating the static loading test result of Example 1. 実施例2の静的載荷実験結果を例示するグラフ図である。FIG. 10 is a graph illustrating the static loading test result of Example 2. 実施例3の静的載荷実験結果を例示するグラフ図である。FIG. 10 is a graph illustrating the static loading experiment result of Example 3. 従来方法による補強構造を有する構造物を例示する正面図である。It is a front view which illustrates the structure which has the reinforcement structure by a conventional method. 図16のC―C断面図である。It is CC sectional drawing of FIG.
以下、本発明の既存梁部材の補強構造および補強方法を図に示した実施形態に基づいて説明する。   Hereinafter, the reinforcement structure and reinforcement method of the existing beam member of this invention are demonstrated based on embodiment shown in the figure.
図1〜図4に例示する本発明の既存梁部材の補強構造は、構造物1を構成する既存梁部材2を補強部材7により補強することで、既存梁部材2の目標とするせん断変位量における必要なせん断耐力を確保するものである。これにより、構造物1に対する適切な補強効果を得て、構造物1の全体的な耐震強度を向上させる。補強対象となる構造物1としては、例えば、鉄筋コンクリート製のビルディング、集合住宅などである。   The reinforcing structure of the existing beam member of the present invention illustrated in FIGS. 1 to 4 is a target shear displacement amount of the existing beam member 2 by reinforcing the existing beam member 2 constituting the structure 1 with the reinforcing member 7. This ensures the necessary shear strength. Thereby, the appropriate reinforcement effect with respect to the structure 1 is acquired, and the whole seismic strength of the structure 1 is improved. The structure 1 to be reinforced is, for example, a reinforced concrete building, an apartment house, or the like.
この構造体1は既存の柱部材5と柱部材5との間に既存梁部材2が架け渡されている。柱部材5や既存梁部材2により囲まれた部分には、適宜、壁部材等が設けられる。既存梁部材2には、両端の柱部材5にまで延びて長手方向に貫通する主筋3が上下に配筋されるとともに、せん断補強筋4が長手方向に所定のピッチで配筋されて、これらがコンクリートCと一体化されている。柱部材5には、上下方向に所定のピッチで帯筋6aが配筋されるとともに、上下方向に延びる主筋6bが配筋され、必要に応じて補助筋6cが配筋されて、これらがコンクリートCと一体化されている。   In this structure 1, the existing beam member 2 is bridged between the existing column member 5 and the column member 5. A wall member or the like is appropriately provided in a portion surrounded by the column member 5 or the existing beam member 2. In the existing beam member 2, main bars 3 extending to the column members 5 at both ends and penetrating in the longitudinal direction are arranged vertically, and shear reinforcing bars 4 are arranged at a predetermined pitch in the longitudinal direction. Is integrated with concrete C. The column member 5 is laid with vertical bars 6a at a predetermined pitch in the vertical direction, main bars 6b extending in the vertical direction, and auxiliary bars 6c as required, which are concrete. Integrated with C.
本発明の補強構造は、既存の柱部材5と柱部材5との間に架け渡された既存梁部材2に固定される補強部材7を備えている。この実施形態の補強部材7は、鉄筋コンクリート板である。この補強部材7には、長手方向に延びる軸筋9が上下に配筋されるとともに、あばら筋8が長手方向に所定のピッチで配筋されて、これらがコンクリートCと一体化されている。配筋はこの実施形態に示したものに限らず、鉄筋の替わりにワイヤーメッシュを使用するなど、適宜アレンジしたものを採用することができる。   The reinforcing structure of the present invention includes a reinforcing member 7 that is fixed to an existing beam member 2 that is bridged between the existing column member 5 and the column member 5. The reinforcing member 7 of this embodiment is a reinforced concrete plate. In the reinforcing member 7, axial bars 9 extending in the longitudinal direction are vertically arranged, and ribs 8 are arranged at a predetermined pitch in the longitudinal direction, and these are integrated with the concrete C. The bar arrangement is not limited to the one shown in this embodiment, and an arrangement appropriately arranged such as using a wire mesh in place of the reinforcing bar can be adopted.
補強部材7は、既存梁部材2の屋外側表面2aのみに配置され、屋外側表面2aの略全体の範囲を覆うように既存梁部材2と一体化して固定される。補強部材7と既存梁部材2とは、外力(せん断力)を受けた際に、互いが境界でずれることなく、一体的に変形できるように固定される。この実施形態のように補強部材7が鉄筋コンクリート製の場合であれば、補強部材7と既存梁部材2とを連通する接続アンカー筋10が互いに埋設されて、接続アンカー筋10を介して補強部材7と既存梁部材2とが強固に一体化して固定される。接続アンカー筋10としては、例えば異形鉄筋を用いる。   The reinforcing member 7 is disposed only on the outdoor-side surface 2a of the existing beam member 2, and is fixed integrally with the existing beam member 2 so as to cover substantially the entire range of the outdoor-side surface 2a. The reinforcing member 7 and the existing beam member 2 are fixed so that they can be integrally deformed without being displaced at the boundary when subjected to an external force (shearing force). If the reinforcing member 7 is made of reinforced concrete as in this embodiment, the connecting anchor bars 10 that connect the reinforcing member 7 and the existing beam member 2 are embedded in each other, and the reinforcing member 7 is connected via the connecting anchor bars 10. And the existing beam member 2 are firmly integrated and fixed. As the connection anchor bar 10, for example, a deformed bar is used.
補強部材7としては、鉄筋コンクリート板の他に、例えば、プレキャストコンクリート板、ファイバー入りコンクリート板、鋼板等の金属板、硬質樹脂板などを用いることが可能である。補強部材7と既存梁部材2とは、それぞれの材質等に応じて、アンカーボルトおよびナットやコンクリート、モルタル、グラウト(セメントペースト)等の固化材やその他の適切な手段により一体化して固定される。   As the reinforcing member 7, in addition to the reinforced concrete plate, for example, a precast concrete plate, a fiber-containing concrete plate, a metal plate such as a steel plate, a hard resin plate, or the like can be used. The reinforcing member 7 and the existing beam member 2 are integrally fixed by solidifying materials such as anchor bolts and nuts, concrete, mortar, grout (cement paste) or other appropriate means according to the respective materials. .
既存梁部材2と一体化した補強部材7の長手方向両端とこの両端に対向する柱部材5のそれぞれとの間には所定すき間gが形成されている。所定すき間gの大きさは、例えば10mm以上かつ既存梁部材2の梁せいの1/2以下、好ましくは50mm程度である。   A predetermined gap g is formed between both ends of the reinforcing member 7 integrated with the existing beam member 2 in the longitudinal direction and the column members 5 facing the both ends. The size of the predetermined gap g is, for example, not less than 10 mm and not more than ½ of the beam of the existing beam member 2, preferably about 50 mm.
この補強構造を構築するには、図5、図6に例示するように、既存梁部材2の屋外側表面2aに接続アンカー筋10を突設する。また、屋外側表面2aにはあばら筋8や軸筋9などの必要な配筋をする。屋外側表面2aには、目荒らしを施しておくとよい。   In order to construct this reinforcing structure, as illustrated in FIGS. 5 and 6, the connection anchor bars 10 are projected from the outdoor-side surface 2 a of the existing beam member 2. Further, the outdoor side surface 2a is provided with necessary reinforcing bars such as the stirrup 8 and the axis 9. The outdoor surface 2a may be roughened.
次いで、この屋外側表面2aに対して前後方向にすき間をあけて型枠13を設置して、屋外側表面2aを型枠13で覆う。図5、図6では、型枠13を斜線部で示している。この型枠13と屋外側表面2aとの間にコンクリートCを打設する。打設したコンクリートCが固化することにより、鉄筋コンクリート製の補強部材7が形成され、補強部材7と既存梁部材2とに接続アンカー筋10が連通して埋設される。これにより、補強部材7を既存梁部材2と一体化させて固定する。その後、型枠13を除去することにより、補強部材7の両端とこの両端に対向する柱部材5のそれぞれとの間に所定すき間gが形成される。   Next, a mold 13 is installed with a gap in the front-rear direction with respect to the outdoor side surface 2 a, and the outdoor side surface 2 a is covered with the mold 13. 5 and 6, the formwork 13 is indicated by hatched portions. Concrete C is placed between the mold 13 and the outdoor side surface 2a. When the placed concrete C is solidified, a reinforcing member 7 made of reinforced concrete is formed, and the connecting anchor bars 10 are embedded in the reinforcing member 7 and the existing beam member 2 in communication. Thereby, the reinforcing member 7 is integrated and fixed with the existing beam member 2. Thereafter, by removing the mold 13, a predetermined gap g is formed between both ends of the reinforcing member 7 and each of the column members 5 facing the both ends.
本発明において補強部材7の仕様を決定するには、例えば、補強対象となる既存梁部材2の許容せん断変位量に基づいて、目標とする既存梁部材2のせん断変位量(設計目標値)を設定する。次いで、既存梁部材2のせん断変位量が設計目標値になるまでは、既存梁部材2がせん断破壊しない強度(せん断耐力)をシミュレーション計算に基づいて算出する。そして、補強した既存梁部材2が、設計目標値のせん断変位量において、算出したせん断耐力を有するように補強部材7の仕様を決定する。即ち、設計目標値を超えて既存梁部材2がせん断変形した場合は考慮せずに、あくまでも、実用上妥当だと思われるせん断変位量を設計目標値として設定する。   In order to determine the specification of the reinforcing member 7 in the present invention, for example, based on the allowable shear displacement amount of the existing beam member 2 to be reinforced, the target shear displacement amount (design target value) of the existing beam member 2 is determined. Set. Next, until the shear displacement amount of the existing beam member 2 reaches the design target value, the strength (shear strength) at which the existing beam member 2 does not undergo shear failure is calculated based on simulation calculation. Then, the specification of the reinforcing member 7 is determined so that the reinforced existing beam member 2 has the calculated shear strength at the shear displacement amount of the design target value. That is, without considering the case where the existing beam member 2 undergoes shear deformation exceeding the design target value, a shear displacement amount that is considered to be practically appropriate is set as the design target value.
図7に本発明の補強構造を採用した既存梁部材2のせん断変位量(せん断変形角度)とせん断力との関係、図8に従来の補強構造(図15、図16に例示した構造)を採用した既存梁部材2のせん断変位量(せん断変形角度)とせん断力との関係を例示する。図7、図8における実線が補強した既存梁部材2の試験データであり、破線が補強前の既存梁部材2の試験データである。   FIG. 7 shows the relationship between the shear displacement amount (shear deformation angle) and shear force of the existing beam member 2 adopting the reinforcement structure of the present invention, and FIG. 8 shows the conventional reinforcement structure (structures illustrated in FIGS. 15 and 16). The relationship between the shear displacement amount (shear deformation angle) of the adopted existing beam member 2 and the shear force will be exemplified. 7 and 8, the solid line is the test data of the existing beam member 2 reinforced, and the broken line is the test data of the existing beam member 2 before reinforcement.
図7に例示するように、本発明の補強構造では、補強部材7による補強によって、設計目標値のせん断変形量になるまでは、せん断力が高い水準に維持されて既存梁部材2がせん断破壊しない。一方、設計目標値を超えてせん断変形した場合には、既存梁部材2にせん断破壊が生じて、せん断力(耐力)が脆性的に低下する。図8に例示するように、従来の補強構造では、補強によって、設計目標値を大きく超えてせん断変形した場合においても、既存梁部材2にせん断破壊が生じることがなく、せん断力(耐力)は高い水準に維持される。   As illustrated in FIG. 7, in the reinforcing structure of the present invention, until the shear deformation amount of the design target value is reached by the reinforcement by the reinforcing member 7, the shear force is maintained at a high level and the existing beam member 2 is sheared and broken. do not do. On the other hand, when the shear deformation exceeds the design target value, a shear failure occurs in the existing beam member 2, and the shearing force (proof strength) is reduced brittlely. As illustrated in FIG. 8, in the conventional reinforcing structure, even when the shearing deformation greatly exceeds the design target value due to reinforcement, the existing beam member 2 does not undergo shear failure, and the shearing force (proof strength) is Maintained at a high level.
上記のように本発明では、既存梁部材2の屋外側表面2aのみに固定した補強部材7により既存梁部材2を補強することで、設計目標値となるせん断変位量になるまでは、せん断破壊しないせん断耐力を確保する。したがって、図12、図13に例示した従来の補強構造のように、補強した既存梁部材2が設計目標値とするせん断変位量を超えた場合に、必要以上に過大なせん断耐力を発揮する仕様にはならず、経済設計が可能になる。   As described above, according to the present invention, the existing beam member 2 is reinforced by the reinforcing member 7 fixed only to the outdoor surface 2a of the existing beam member 2 until the shear displacement amount that is the design target value is reached. Do not secure shear strength. Therefore, as in the conventional reinforcing structure illustrated in FIGS. 12 and 13, when the reinforced existing beam member 2 exceeds the shear displacement amount that is the design target value, a specification that exhibits excessive shear strength more than necessary. Instead, economic design becomes possible.
また、本発明によれば、補強部材7を既存梁部材2の屋外側表面2aのみに取付けて、既存梁部材2と一体化して固定するので、構造物1の外側からの補強施工だけで完了させることができる。それ故、補強施工中に補強対象の構造物1の屋内使用が制約されることがないので、集合住宅等の構造物1を対象とした補強にも積極的に適用することができる。補強部材7を柱部材5の屋外側表面に取付けた場合は、ベランダ等の有効スペースが狭くなることがあるが、既存梁部材2の屋外側表面2aに取付ける場合は、このような問題も生じない。   Further, according to the present invention, the reinforcing member 7 is attached only to the outdoor-side surface 2a of the existing beam member 2, and is fixed integrally with the existing beam member 2, so that the reinforcement work from the outside of the structure 1 is completed. Can be made. Therefore, since the indoor use of the structure 1 to be reinforced is not restricted during the reinforcement work, the structure 1 such as an apartment house can be actively applied to the reinforcement. When the reinforcing member 7 is attached to the outdoor side surface of the column member 5, the effective space such as a veranda may be narrowed. However, when the reinforcing member 7 is attached to the outdoor side surface 2a of the existing beam member 2, such a problem also occurs. Absent.
尚、本発明の補強構造は、図9に例示するように構造物1の内側を補強する場合にも適用することができる。この補強構造は、構造物1の内側の部屋1Aを補強対象としている。そして、この内側の部屋1Aを形成する既存梁部材2の外側表面2aのみに、この外側表面2aを覆うように補強部材7が既存梁部材2と一体化して固定されている。そして、この補強部材7の両端とこの両端に対向する柱部材5のそれぞれとの間には所定すき間gが形成されている。   In addition, the reinforcement structure of this invention is applicable also when reinforcing the inner side of the structure 1 so that it may illustrate in FIG. This reinforcement structure is intended to reinforce the room 1A inside the structure 1. The reinforcing member 7 is integrally fixed to the existing beam member 2 so as to cover the outer surface 2a only on the outer surface 2a of the existing beam member 2 forming the inner chamber 1A. And the predetermined clearance g is formed between the both ends of this reinforcement member 7, and each of the column member 5 which opposes this both ends.
この実施形態の場合は、補強施工をこの内側の部屋1Aの外側からのみで済ませることができる。それ故、補強施工中にこの内側の部屋1Aの室内使用が制約されることがない。   In the case of this embodiment, the reinforcement work can be completed only from the outside of the inside room 1A. Therefore, the indoor use of the inner room 1A is not restricted during the reinforcement work.
さらに、本発明では、既存梁部材2と一体化して固定された補強部材7の両端とこの両端に対向する柱部材5のそれぞれとの間に所定すき間gが形成されているので、柱部材5には補強部材7を介して既存梁部材2からのせん断力が直接作用することがない。そのため、構造物1が外力を受けた際の既存梁部材2と柱部材5との荷重負担のバランスが大きく変化することがない。即ち、柱部材5に追加的な荷重負担が生じることを回避できる。それ故、構造物1に対する適切な補強効果を得ることができる。   Furthermore, in the present invention, the predetermined gap g is formed between both ends of the reinforcing member 7 that is integrally fixed with the existing beam member 2 and each of the column members 5 that are opposed to the both ends. The shearing force from the existing beam member 2 does not act directly on the reinforcing member 7. Therefore, the load balance between the existing beam member 2 and the column member 5 when the structure 1 receives an external force does not change significantly. That is, it is possible to avoid an additional load burden on the column member 5. Therefore, an appropriate reinforcing effect for the structure 1 can be obtained.
補強部材7の厚さは、材質や仕様等によって異なるが、鉄筋コンクリート製の補強部材7の場合は施工作業性等も考慮すると50mm以上が好ましく、例えば150mm〜250mm程度にする。   The thickness of the reinforcing member 7 varies depending on the material, specifications, and the like, but in the case of the reinforcing member 7 made of reinforced concrete, it is preferably 50 mm or more in consideration of workability and the like, for example, about 150 mm to 250 mm.
既存梁部材2に対する接続アンカー筋10の埋設長さは、例えば30mm以上にする。この埋設長さが30mm未満では、補強部材7と既存梁部材2とを十分に一体化させることが困難になる。また、この埋設長さが200mm超では、屋外側表面2aに接続アンカー筋10を突設するための埋設孔を削孔する時間が過大になるので、この埋設長さは30mm〜300mm、さらに好ましくは100mm〜200mmにする。補強部材7に対する接続アンカー筋10の埋設長さは、例えば、30mm以上が好ましく、50mm〜200mm程度にする。   The burying length of the connection anchor bars 10 with respect to the existing beam member 2 is set to 30 mm or more, for example. If the embedment length is less than 30 mm, it is difficult to sufficiently integrate the reinforcing member 7 and the existing beam member 2. Further, if the buried length exceeds 200 mm, the time for drilling the buried hole for projecting the connecting anchor bars 10 on the outdoor side surface 2a becomes excessive, so this buried length is preferably 30 mm to 300 mm. Is 100 mm to 200 mm. For example, the embedment length of the connection anchor bars 10 with respect to the reinforcing member 7 is preferably 30 mm or more, and is set to about 50 mm to 200 mm.
接続アンカー筋10の太さは、例えば、外径9mm〜25mm程度にする。接続アンカー筋10の配置密度は、補強部材7と既存梁部材2とを一体化固定できるように適宜決定する。   The thickness of the connecting anchor muscle 10 is, for example, about 9 mm to 25 mm in outer diameter. The arrangement density of the connecting anchor bars 10 is appropriately determined so that the reinforcing member 7 and the existing beam member 2 can be integrally fixed.
図1〜図4に例示した補強構造を有する梁部材の試験サンプルS(実施例1、2、3)と、実施例1〜3に対して補強部材による補強をしていない試験サンプルS(比較例)を作成し、図10、図11に例示するように載荷装置14を用いてそれぞれの試験サンプルSのせん断変位量とせん断力を測定した。   The test sample S (Examples 1, 2, and 3) of the beam member having the reinforcing structure illustrated in FIGS. 1 to 4 and the test sample S that is not reinforced by the reinforcing member with respect to Examples 1 to 3 (Comparison) Example) was prepared, and the shear displacement amount and the shear force of each test sample S were measured using the loading device 14 as illustrated in FIGS. 10 and 11.
各部材の仕様は、以下のとおりである。   The specifications of each member are as follows.
柱部材:高さH1=1400mm、厚さH2=800mm、幅H3=500mm
梁部材:高さh1=650mm、厚さh2=350mm、内法長さL=1600mm、主筋3−D25/2−D22、主筋の量pt=1.16%、せん断補強筋□−D10@300、せん断補強筋比pw=0.14%
補強部材:高さh1=650mm、内法長さ1500mm(所定のすき間g=50mm)、軸筋2−D10、あばら筋□−D10@150
接続アンカー筋:D13、梁部材に対する埋設長さ91mm
Column member: height H1 = 1400 mm, thickness H2 = 800 mm, width H3 = 500 mm
Beam member: height h1 = 650 mm, thickness h2 = 350 mm, inner length L = 1600 mm, main bar 3-D25 / 2-D22, main bar amount pt = 1.16%, shear reinforcement bar □ -D10 @ 300 , Shear reinforcement ratio pw = 0.14%
Reinforcing member: height h1 = 650 mm, inner length 1500 mm (predetermined gap g = 50 mm), axial muscle 2-D10, loose muscle □ -D10 @ 150
Connection anchor bar: D13, buried length of 91 mm for beam member
実施例1〜3、比較例の試験サンプルSの個別の仕様は表1のとおりである。   The individual specifications of the test samples S of Examples 1 to 3 and Comparative Example are shown in Table 1.
それぞれの試験サンプルSは、上下の柱部材5をそれぞれ、反力フレーム16、基盤BにPC鋼棒で固定し、反力壁18に取付けた油圧アクチュエータ15により、反力フレーム16を介して、梁部材2に正負の水平力を繰り返し載荷した。反力フレーム16の両端部に取付けた鉛直オイルジャッキ17の伸縮を制御することにより、載荷される水平力によってせん断変形する梁部材2には、常に軸力(図では上下方向の力)が生じないようにした。   Each test sample S has the upper and lower column members 5 fixed to the reaction force frame 16 and the base B with a PC steel rod, and the hydraulic actuator 15 attached to the reaction force wall 18 through the reaction force frame 16. Positive and negative horizontal forces were repeatedly loaded on the beam member 2. By controlling the expansion and contraction of the vertical oil jacks 17 attached to both ends of the reaction force frame 16, an axial force (a vertical force in the figure) is always generated in the beam member 2 that undergoes shear deformation due to the loaded horizontal force. I tried not to.
試験サンプルSの頂部の水平変位δを試験サンプルSの内法長さLで除した相対部材角R=δ/Lで北側方向をプラスとして制御した。載荷サイクルはR=0.125×10-2(rad.)、0.25×10-2(rad.)までを1サイクルずつ行ない、0.50×10-2(rad.)、0.75×10-2(rad.)、1.0×10-2(rad.)、1.5×10-2(rad.)、2.0×10-2(rad.)、2.5×10-2(rad.)、3.0×10-2(rad.)までを2サイクルずつ行ない、最後の4.0×10-2(rad.)までの載荷はプラス方向のみとした。比較例、実施例1、実施例2、実施例3の試験サンプルSについての測定結果はそれぞれ図12、図13、図14、図15に示すとおりであった。 The horizontal displacement δ at the top of the test sample S was divided by the inner length L of the test sample S, and the relative member angle R = δ / L was controlled with the north direction being positive. The loading cycle is performed for R = 0.125 × 10 −2 (rad.), 0.25 × 10 −2 (rad.) One cycle at a time, 0.50 × 10 −2 (rad.), 0.75 × 10 −2 (rad.), 1.0 × 10 −2 (rad.), 1.5 × 10 −2 (rad.), 2.0 × 10 −2 (rad.), 2.5 × 10 -2 (rad.) And 3.0 × 10 -2 (rad.) Were performed two cycles at a time, and the last load up to 4.0 × 10 -2 (rad.) Was limited to the plus direction. The measurement results for the test samples S of Comparative Example, Example 1, Example 2, and Example 3 were as shown in FIGS. 12, 13, 14, and 15, respectively.
図12〜図15の結果より、比較例に対して実施例1〜3では、R=0.75×10-2rad.程度の実用上重要となるせん断変位量の領域において、梁部材の最大せん断耐力Qmaxが1.3〜1.5倍程度向上することが分かる。実施例1(図13)と実施例3(図15)との比較により、補強部材の厚さは梁部材の最大せん断耐力Qmaxにはほとんど影響しないことが分かる。 From the results of FIGS. 12 to 15, R = 0.75 × 10 −2 rad. It can be seen that the maximum shear strength Qmax of the beam member is improved by about 1.3 to 1.5 times in the region of the shear displacement amount which is practically important. A comparison between Example 1 (FIG. 13) and Example 3 (FIG. 15) shows that the thickness of the reinforcing member hardly affects the maximum shear strength Qmax of the beam member.
1 構造物
1A 内側の部屋
2 既存梁部材
2a 屋外側表面(外側表面)
2b 屋内側表面
2c 下側表面
3 主筋
4 せん断補強筋
5 柱部材
6a 帯筋
6b 主筋
6c 補助筋
7 補強部材
8 あばら筋
9 軸筋
10 接続アンカー筋
11 構造物
12 補強部材
13 型枠
14 載荷装置
15 油圧アクチュエータ
16 反力フレーム
17 鉛直オイルジャッキ
18 反力壁
B 基盤
C コンクリート
g すき間
S 試験サンプル
DESCRIPTION OF SYMBOLS 1 Structure 1A Inside room 2 Existing beam member 2a Outdoor side surface (outside surface)
2b Indoor side surface 2c Lower side surface 3 Main bar 4 Shear reinforcement bar 5 Column member 6a Band bar 6b Main bar 6c Auxiliary bar 7 Reinforcement member 8 Axial bar 10 Axial bar 10 Connection anchor bar 11 Structure 12 Reinforcement member 13 Formwork 14 Loading device 15 Hydraulic actuator 16 Reaction force frame 17 Vertical oil jack 18 Reaction force wall B Base C Concrete g Clearance S Test sample

Claims (8)

  1. 柱部材と柱部材との間に架け渡された既存梁部材に固定される補強部材を備えた既存梁部材の補強構造において、前記補強部材が前記既存梁部材の屋外側表面のみに、この屋外側表面を覆うように前記既存梁部材と一体化して固定され、この補強部材の両端とこの両端に対向する前記柱部材のそれぞれとの間に所定すき間が形成されていることを特徴とする既存梁部材の補強構造。   In the reinforcing structure of an existing beam member provided with a reinforcing member fixed to the existing beam member spanned between the column member, the reinforcing member is provided only on the outdoor surface of the existing beam member. The existing beam member is integrated and fixed so as to cover the outer surface, and a predetermined gap is formed between both ends of the reinforcing member and each of the column members facing the both ends. Reinforcement structure for beam members.
  2. 前記補強部材が鉄筋コンクリート製であり、前記補強部材と前記既存梁部材とを連通する接続アンカー筋が埋設されている請求項1に記載の既存梁部材の補強構造。   The reinforcing structure for an existing beam member according to claim 1, wherein the reinforcing member is made of reinforced concrete, and a connection anchor bar that connects the reinforcing member and the existing beam member is embedded.
  3. 前記所定すき間が10mm以上かつ既存梁部材の梁せいの1/2以下である請求項1または2に記載の既存梁部材の補強構造。   The reinforcement structure for an existing beam member according to claim 1 or 2, wherein the predetermined gap is 10 mm or more and 1/2 or less of a beam claw of the existing beam member.
  4. 前記既存梁部材に対する前記接続アンカー筋の埋設長さが30mm以上である請求項1〜3のいずれかに記載の既存梁部材の補強構造。   The reinforcement structure of the existing beam member according to any one of claims 1 to 3, wherein an embedded length of the connection anchor bar with respect to the existing beam member is 30 mm or more.
  5. 柱部材と柱部材との間に架け渡された既存梁部材の補強方法において、前記既存梁部材の屋外側表面のみに、この屋外側表面を覆うように補強部材を配置し、この補強部材の両端とこの両端に対向する前記柱部材のそれぞれとを所定すき間をあけた状態にして、この補強部材を前記既存梁部材と一体化して固定することを特徴とする既存梁部材の補強方法。   In the method of reinforcing an existing beam member spanned between a column member and a column member, a reinforcing member is disposed only on the outdoor side surface of the existing beam member so as to cover the outdoor side surface, and the reinforcing member A reinforcing method for an existing beam member, characterized in that a predetermined gap is formed between both ends and each of the pillar members facing both ends, and the reinforcing member is integrated and fixed with the existing beam member.
  6. 前記既存梁部材の屋外側表面に接続アンカー筋を突設し、この屋外側表面を型枠で覆って、この型枠と前記屋外側表面との間にコンクリートを打設し、このコンクリートを固化させることにより、前記補強部材を鉄筋コンクリートによって形成して、この補強部材と前記既存梁部材とに前記接続アンカー筋を連通させて埋設する請求項5に記載の既存梁部材の補強方法。   Connecting anchor bars are projected from the outdoor surface of the existing beam member, the outdoor surface is covered with a mold, and concrete is placed between the mold and the outdoor surface, and the concrete is solidified. The reinforcing method of the existing beam member according to claim 5, wherein the reinforcing member is formed of reinforced concrete, and the connection anchor bars are communicated with and embedded in the reinforcing member and the existing beam member.
  7. 前記所定すき間を10mm以上かつ既存梁部材の梁せいの1/2以下に設定する請求項5または6に記載の既存梁部材の補強方法。   The method for reinforcing an existing beam member according to claim 5 or 6, wherein the predetermined gap is set to be 10 mm or more and 1/2 or less of a beam length of the existing beam member.
  8. 前記既存梁部材の屋外側表面に対する前記接続アンカー筋の埋設長さを30mm以上に設定する請求項5〜7のいずれかに記載の既存梁部材の補強方法。   The reinforcement method of the existing beam member in any one of Claims 5-7 which sets the embedding length of the said connection anchor reinforcement with respect to the outdoor side surface of the said existing beam member to 30 mm or more.
JP2012253564A 2012-11-19 2012-11-19 Reinforcement structure and reinforcement method for existing beam members Active JP6067343B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2012253564A JP6067343B2 (en) 2012-11-19 2012-11-19 Reinforcement structure and reinforcement method for existing beam members

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2012253564A JP6067343B2 (en) 2012-11-19 2012-11-19 Reinforcement structure and reinforcement method for existing beam members

Publications (2)

Publication Number Publication Date
JP2014101662A true JP2014101662A (en) 2014-06-05
JP6067343B2 JP6067343B2 (en) 2017-01-25

Family

ID=51024407

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2012253564A Active JP6067343B2 (en) 2012-11-19 2012-11-19 Reinforcement structure and reinforcement method for existing beam members

Country Status (1)

Country Link
JP (1) JP6067343B2 (en)

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH1162264A (en) * 1997-08-13 1999-03-05 Takenaka Komuten Co Ltd A seismatic reinforcement structure of crust frame
JPH1193427A (en) * 1997-09-16 1999-04-06 Shimizu Corp Shearing strength reinforcing construction of concrete member
JPH11270146A (en) * 1998-03-20 1999-10-05 Yahagi Construction Co Ltd Reinforcement engineering method of existing beam body
JP2006283529A (en) * 2005-04-05 2006-10-19 Materras Oume Kogyo Kk Seismic reinforcing construction method and seismic reinforcing structure for existing structure
JP2006312859A (en) * 2005-04-06 2006-11-16 Toyohashi Univ Of Technology Aseismatic reinforcing structure and aseismatic reinforcing method for existing building

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH1162264A (en) * 1997-08-13 1999-03-05 Takenaka Komuten Co Ltd A seismatic reinforcement structure of crust frame
JPH1193427A (en) * 1997-09-16 1999-04-06 Shimizu Corp Shearing strength reinforcing construction of concrete member
JPH11270146A (en) * 1998-03-20 1999-10-05 Yahagi Construction Co Ltd Reinforcement engineering method of existing beam body
JP2006283529A (en) * 2005-04-05 2006-10-19 Materras Oume Kogyo Kk Seismic reinforcing construction method and seismic reinforcing structure for existing structure
JP2006312859A (en) * 2005-04-06 2006-11-16 Toyohashi Univ Of Technology Aseismatic reinforcing structure and aseismatic reinforcing method for existing building

Also Published As

Publication number Publication date
JP6067343B2 (en) 2017-01-25

Similar Documents

Publication Publication Date Title
Parastesh et al. A new ductile moment-resisting connection for precast concrete frames in seismic regions: an experimental investigation
Henin et al. Non-proprietary bar splice sleeve for precast concrete construction
US9217248B2 (en) Column assembly for use in building foundation systems and methods of assembling same
US20080098676A1 (en) Connectors and Methods of Construction for a Precast Special Concrete Moment Resisting Shear Wall and Precast Special Concrete Moment Resisting Frame Building Panel System
Loh et al. The effects of partial shear connection in the hogging moment regions of composite beams: Part I—Experimental study
JP2004285737A (en) Construction method for steel tower foundation using concrete restraining connecting member
JP2009526928A (en) Unitized post-tension block system for masonry structures
US10125487B2 (en) Thermal insulation element
US8201380B2 (en) Reinforcing shape member for a wall and system for construction using same
RO123301B1 (en) Construction of large-span self-brand buildings of composite load-bearing wall panels and floors
JP5806676B2 (en) Method and apparatus for reinforcing and reducing the weight of floor and roof frame structures
EP2821565A1 (en) Connection between a wind turbine tower and its foundation
KR101027393B1 (en) Longitudinal and/or transverse seismic reinforcing method for masonry walls
EP2065530A2 (en) Expanded polystyrene block with reinforcing anchors for construction enclosures
JP5314356B2 (en) Composite beam, composite beam construction method, and fireproof building
Banting et al. Seismic performance quantification of reinforced masonry structural walls with boundary elements
CN206503150U (en) A kind of basalt composite reinforcing material anchor lattice beam retaining structure
US20100170183A1 (en) Reinforced load bearing structure
Hedebratt et al. Full-scale test of a pile supported steel fibre concrete slab
KR101458434B1 (en) Half precast concrete column manufacturing method using prefabricated PC panels and constructing method using the same
AU2009211249B2 (en) Masonry with vertical reinforced concrete strengthening
KR20130124266A (en) Structure and method of constructing concrete footing structure of top structure
Shedid et al. Plastic hinge model and displacement-based seismic design parameter quantifications for reinforced concrete block structural walls
JP2013249709A (en) Pile reinforcing structure for existing building, and constructing method thereof
KR101184654B1 (en) Method for constructing united joint of tube filled concrete block

Legal Events

Date Code Title Description
A621 Written request for application examination

Free format text: JAPANESE INTERMEDIATE CODE: A621

Effective date: 20150721

A521 Written amendment

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20150721

A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20160513

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20160524

A521 Written amendment

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20160701

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: 20161206

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20161221

R150 Certificate of patent or registration of utility model

Ref document number: 6067343

Country of ref document: JP

Free format text: JAPANESE INTERMEDIATE CODE: R150

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

S531 Written request for registration of change of domicile

Free format text: JAPANESE INTERMEDIATE CODE: R313531

R350 Written notification of registration of transfer

Free format text: JAPANESE INTERMEDIATE CODE: R350

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250