JPWO2003027414A1 - Structure reinforcement structure, reinforcement method, base isolation structure, base isolation method, reinforcement - Google Patents

Abstract

The reinforcing material 5 is installed in a range (reinforcing material installation range 9) that extends outward from the range in which the member 1 reinforces (adhesive constraint effective range 7). The effective bonding constraint range 7 is determined by the required performance and function of the member 1. The bonding constraint effective range 7 may be a part of the surface of the member 1. In this case, the reinforcing material 5 is installed so as to form a circumferential envelope surface of the member 1, that is, a surface that smoothly contacts from the outside. Thereby, adhesion restraint is realized. Moreover, the base material 3 and the reinforcing material 5 are connected in shape by bonding the reinforcing materials 5 together and installing the reinforcing material 5 in such a form that a predetermined portion (periphery, etc.) of the base material 3 is closed. Be bound. Thereby, the geometrical constraint is realized.

Description

コンクリートを充填し、柱として用いるもの等がある。
部材の外周部に複数の補強材を多重に設置する構造物の補強構造、

向にそれぞれ重ねて設置するもの等がある。
帯状の補強材を部材の外周部に設置する構造物の補強構造、補強

面にエポキシ接着剤もしくはアンカーボルト等で設置するもの等がある。
部材の接合部の外周面に補強材を設置する構造物の補強構造、補

繊維補強材を貼り付けるもの等がある。
樹脂を含浸させた補強材料構造物の補強構造、補強材、補強方法

せたいわゆる連続繊維補強材がある。

装置を設置するものがある。

させずに、直接せん断応力を伝達する補強方法、補強構造に関するものである。これらの方法、構造の補強効果は、せん断補強鉄筋と同様のメカニズムであるとされており、設計式は、せん断補強筋の式に補強量、補強材の物性と補強効果を表す係数を代入するもので

直接せん断応力を伝達するものが多い。
従って、補強効果が発揮されるには、母材が健全であり、補強材と母材がずれ、剥離等を生じないで接着されていることが前提条件であり、この前提条件を担保する設計および施工管理が必要とされている。

ならびに鉄板等は、補強材自体に曲げ剛性およびせん断剛性があり、母材が局所的に大きな歪を生じようとした場合には、これに追随できず、母材を局所的に破壊するか、補強材が局部座屈や亀裂を生じ、補強効果が失われる課題があった。

強材自体にも曲げ剛性およびせん断剛性がある上に、さらに樹脂を含浸させた効果で補強材に曲げ剛性およびせん断剛性が付加されるので、上記と同様の課題がある。さらに、上記の材料は、設計上、引っ張り剛性のみを有しているとの仮定に基づいて計算式を構成しているが、実際には、自身の曲げ剛性ならびにせん断剛性の影響で、屈曲、局部座屈等で補強効果を失うことが課題であった。

繊維等の材料は、破断歪が２％〜数％であり、母材の角、不陸等で破損し易い。従って、施工上の配慮が必要となるだけでなく、外力の作用によって母材に亀裂等が発生した場合、補強材が局部的に破断し、補強効果が大幅に低下する若しくは消滅するという問題点があった。

ていたり、扁平であったり、部材表面に凹凸がある場合、部材に孔等を空けて補強材を貫通させて補強した為、工費、工期がかかり、また、端部定着や貫通させる補強材について特殊な加工や器具が必要である。
上記の内、補強材をアンカーするために用いる板、棒等や、連続繊維を束ねた材料等（以降、アンカー材と呼ぶ）は、一般部の補強材と異なる構造と剛性を有する材料であり、補強材とアンカー材ならびにアンカー材と母材の間での応力伝達の限界値が補強効果の限界値となる課題があった。
また、母材がアンカー材の定着部に生ずる応力を負担できることが条件になるので、母材が劣化して強度が低下しているか、将来の劣化が予測される場合等には適用できないという課題があった。
さらに、鋼棒に張力を導入する方法、構造は、コンクリート等クリープの顕著な材料に用いた場合には、クリープにより補強材の張力が低下し、経年的に効果が失われること、アンカー部が地震等の突発的な外力で破壊した場合には、張力が急激に解放され補強材が外部に飛び出し周辺に被害を与える虞があることが課題であった。

専門工が必要となり、施工費用が高額である。さらに、適用できる母材が鉄筋コンクリート等のように表面を平滑に仕上げることができ、補強材と母材を密着させ、せん断力を局所的に伝達させる構造を形成可能なものに限られているという問題点があった。

強材は、繊維材に樹脂を含浸させた状態で強度、ヤング率等の補強設計上重要な材料定数を定義している。上記の含浸工程は現場で実施されるので、厳格な施工管理が必要な上に、外力の作用で樹脂と連続繊維の間に剥離を生じたり、樹脂が硬化不良であったり、環境条件等で劣化した場合には、補強材として設計性能が大幅に低下する課題があった。

合には、免震装置と一般部材間の接続部分の破壊によって免震効果の限界が決定される場合が多いこと、上下方向の免震効果を十分に発揮する装置を製作するには大きな費用がかかること等が原因で、所要の免震効果を得るために多額の装置製作費、装置周辺部材の補強、新設費用を要することが課題であった。
さらに、部材の形状が、壁付き柱のように起伏や凹凸のある場合、窓枠等が設置されている柱のように、補強する部材が他の部材や非構造部材と接合されているか、極めて近接している場合には、十分な補強効果が得られない。また、部材と補強材、補強材と外界の作用によって補強材が劣化する可能性のある場合がある。さらに、小さい範囲の変形から大きな変形まで、補強効果を必要とする場合や、免震補強が必要な場合がある。
本発明は、このような問題点に鑑みてなされたもので、母材の表面状態（凹凸がある場合、扁平な場合等）、母材の種類（鉄筋コンクリート、木等の構造材料、ブロック、レンガ等の非構造材料等）等に対応可能であり、迅速かつ安価に補強効果の向上を図ることができる、構造物の補強構造、部材、補強材、補強方法、免震部材等を提供することを目的とする。
発明の開示
第１の発明は、部材を構成する少なくとも１の材料からなる母材に、高延性及び高屈曲性を有する補強材を定着することにより補強することを特徴とする構造物の補強構造である。
第１の発明では、母材にギャップが生じた後も、当該ギャップ近傍の補強材は、ギャップ近傍の母材表面を覆う包絡面を形成して保持し、ギャップを跨いで母材に作用する応力の伝達媒介部（応力を伝達するブリッジ）となる。また、この伝達媒介部となる包絡面は、ギャップ近傍における補強材の伸長、ギャップ近傍における定着の剥離等により、形成される。すなわち、伝達媒介部となる包絡面は、ギャップの発生により定着が解除された自由区間における補強材の弾性的伸張等により形成される。
母材は、主として部材を構成する材料である。母材の形状、材質等は、部材の所要性能、機能等に応じて選定される。母材の材料は、通常の構造部材、通常の非構造部材、充填材料等、形状、種類を問わない。母材は、例えば、コンクリート、鉄骨、レンガ、ブロック、石膏ボード、プレキャストコンクリート、木、岩石、砂、土、金属、樹脂等の粒状体である。母材は、複数の種類の材料から構成されていてもよく、補強対象の材料と補強材との間に樹脂等を充填し、これらの補強対象の材料及び充填材料を母材としてもよい。
補強材は、高延性及び高屈曲性、すなわち、伸展性を有することが望ましい。高延性とは、破断歪が大きいことを示す。また、高屈曲性とは、容易に大きな曲げ変形及びせん断変形を生じ（高柔性）、かつ、破壊しないことを示す。
補強材は、高延性等を有することにより、母材が変形し、ギャップ、凹凸等が生じても、破断することなく当該母材を拘束することができるので、補強効果を持続することができる。
また、補強材は、高屈曲性等を有することにより、鋭角等へ容易に屈曲可能である。従って、補強材を凹凸のある部材の外周面に沿って設置することができ、荷重による変形後に、母材の曲率に応じて、また、母材の隅角等に沿って、定着部を形成することができる。
さらに、補強材は、母材の周長の変化に応じて張力を発生して形状的拘束効果を発揮するため、および繰り返し交番荷重等に対応するために、弾性を有していることが必要である。尚、補強材の剛性は、破断寸前よりも歪発生初期の方が大きいことが望ましい。
補強材は、例えば、ポリエステル繊維織物、または、このポリエステル繊維織物にヒートセット処理、樹脂含浸処理等が施されたものである。ヒートセット処理は、加熱し張力を加えた後、張力を加えたまま冷却したりする処理であり、樹脂含浸処理は、樹脂等を含浸させる処理である。これにより、補強材の初期剛性、ヤング率等を高めることができる。
また、補強材は、前述の要件を満たすものであれば、現場での母材への吹き付け、塗布等により形成される樹脂、ゴム系の材料、繊維補強モルタル等でよい。この場合、材料費は、ポリエステル織物等より高価になるが、補強効果と価格の比が従来の補強構造、方法、材料より有利になる場合が多い。これらの材料の応力歪関係から設計終局状態等の限界状態でのヤング率ならびに破断歪、破断応力等を求め、後述する計算方法によって所要の補強量（補強材の厚さ等）ならびに部材の性能を決定することができる。
ギャップは、母材に生じた亀裂、ひび割れ等であり、クラックとも呼ばれる。母材がギャップを伴って変形するときに、ギャップ近傍の補強材と母材の間にずれを生ずることによって、補強材は、破壊されることなく母材のギャップ周辺に包絡面を形成し、これがブリッジとなって、ギャップを跨いで、母材の応力を伝達する。つまり、ギャップを生じていない母材と補強材の境界面、すなわち定着部でせん断力が伝達される。尚、包絡面は、ギャップ周辺における補強材の伸長、定着の解除（剥離等）、周辺での定着等により、形成される。
補強材の母材表面への定着は、接着剤を母材と補強材の境界面の一部もしくは全部に塗布する方法、補強材同士を接着もしくは機械的な方法で閉合し、母材の一部を閉合した補強材の内部に包むようにし、母材の変形によって補強材に張力を発生し、母材と補強材との間で摩擦力、支圧力等を発生させる方法等によって行う。
母材と補強材の境界に塗布する接着剤は、母材に補強材を定着するのに必要十分な接着強度を部材の供用期間中に渡り、部材の環境条件の中で発揮しつづけることが必要である。この場合の所要の接着強度は、母材もしくは補強材が破断する程に強い必要はないので、一液性の接着剤を用いることができる。また、接着剤は、補強材に予め塗布され、保存されるようにしてもよい。この場合、迅速に補強材を設置することができる。
定着区間は、補強材が定着している区間を示す。自由区間は、補強材の定着が解除（剥離等）している区間を示す。後述する設計法では、定着区間と自由区間の大きさの比を拘束率という数値で表している。
定着強度、定着範囲は、母材にギャップを伴う局所的な破壊が生じた場合、補強材と母材の有限な領域（自由区間）でずれを生じて、補強材を破損することなく母材の応力をギャップを跨いで補強材を介して伝達することを可能にする強度ならびに範囲である。但し、定着強度とは、定着部で母材と補強材の間に作用する接着強度、最大摩擦力等を指す。
定着強度は、母材及び補強材の破壊強度より小さいことが望ましい。この場合、定着の剥離が生じる前に母材及び補強材が破断して補強材による補強効果が消滅することを防止することができる。
母材にギャップが生じた以降の部材の荷重と変形の関係は、母材の諸元、母材の境界条件、ギャップの位置と大きさならびに、補強材のヤング率、厚さ等と当該ギャップに伴って生じた自由区間の大きさの関数となる。従って、補強材の所要強度、所要ヤング率、所要量（所要設置範囲、所要厚さ等）及び所要定着強度等は、母材に生じるギャップの大きさ（ギャップ幅等）の限界状態での値（許容値）、補強材の伸張が無視できる区間（定着区間）の大きさ、補強材が伸張する区間（自由区間）の大きさ等に基づいて算出することが可能である。
補強材の所要量等の算出に用いるヤング率は、ギャップの大きさが許容値に達する限界状態において、当該補強材に生ずる歪に対応する値（限界状態値）である。従って、補強材の弾性的性質としては、前記限界状態でのヤング率が、破断寸前の歪等、他の歪に対応するヤング率よりも大きい方が、補強量が少なくて済むという利点がある。
補強材の設置範囲は、必ずしも部材表面全部である必要はなく、部材の表面の一部であってもよい。この場合、補強材は、部材の周方向の包絡面、すなわち、滑らかに外から接する面の一部を形成するように設置される。
尚、補強材の設置範囲は、部材の所要性能、形状、補強材の定着方法によって決定される。例えば、複数の部材が隣接している場合には、隣接部分も含めて包絡面を作るように設置してもよいし、隣接部に孔、スリット等を設けてこれを貫通するように設置してもよい。また、壁等のように扁平な部材では、片面に設置してもよいし、両面に設置して、母材を貫通する孔等を空け、補強材がこれを貫通して閉合するように設置してもよい。
尚、第１の発明に係る補強構造を有する部材は、既存の構造物の部材に補強材を設置したものであってもよいし、新設の構造物の部材としても利用可能である。この場合、部材の寸法と重量を従来の方法に比べて減ずる結果、地震荷重がこれに応じて減少し、構造物の建設費用を格段に安価とし、居室空間等の利用可能空間を格段に拡大することができる。
また、第１の発明に係る補強構造を利用することにより、免震効果を得ることが可能である。また、第１の発明に係る補強構造を利用して爆発等の突発的な外力に対処するための安全装置等を作成することができる。
第２の発明は、部材を構成する少なくとも１の材料からなる母材に、高延性及び高屈曲性を有する補強材を定着することにより補強することを特徴とする構造物の補強方法である。
第２の発明は、第１の発明に係る構造物の補強構造における補強方法等に関する発明である。
尚、第１の発明の構造物の補強構造及び第２の発明の構造物の補強方法等は、以下に示す第３の発明から第１８の発明においても、用いることができる。
第３の発明は、隣接する複数の部材を構成する個々の母材の外周面に、高延性及び高屈曲性を有する補強材を設置する構造物の補強構造であって、近接した、もしくは接合された第１の部材を構成する母材と他の部材を構成する母材の間を貫通する空間に前記補強材を通すことを特徴とする構造物の補強構造である。
第１の部材は、例えば角柱であり、他の部材は角柱の側面に近接する、もしくは接合された壁である。第３の発明は、起伏や凹凸を有する部材を補強する構造である。空間とは、例えば、近接する角柱と壁の間の隙間や、接合された角柱と壁の接合部に設けられたスリットや孔（貫通孔）等である。補強材には、例えばゴム系や繊維系等のシート材や帯状材を使用する。空間に補強材を通し、角柱の外周を周回するように補強材を設置することにより、第１の部材の周方向に張力を伝達する。補強材の少なくとも一端には、接着面が設けられたりする。
第３の発明では、隣接する複数の部材の外周面に、高延性及び高屈曲性を有する（伸展性を有し、曲げ・せん断剛性が極めて小さい）補強材を設置する補強構造において、近接する複数の部材の間の空間や、接合された複数の部材の接合部を貫通する空間に補強材を通す。
第４の発明は、隣接する複数の部材を構成する個々の母材の外周面に、高延性及び高屈曲性を有する補強材を設置する構造物の補強方法であって、近接した、もしくは接合された第１の部材を構成する母材と他の部材を構成する母材の間を貫通する空間に前記補強材を通すことを特徴とする構造物の補強方法である。
第４の発明は、第３の発明に係る構造物の補強構造における補強方法等に関する発明である。
第５の発明は、扁平な部材を構成する母材の外周面に、高延性及び高屈曲性を有する補強材を設置する構造物の補強構造であって、
両端に接着面が設けられた補強材を、当該母材を貫通する空間に通すことを特徴とする構造物の補強構造である。
扁平な部材とは、例えば壁等である。空間とは、扁平な部材に設けられた孔（貫通孔）等である。孔（貫通孔）は、点状、格子点状等に設けられたりする。補強材には、例えば、ゴム系や繊維系等の帯状材を使用する。帯状材の両端部には、必要に応じて、例えばラッパ状に接着面を設け、接着面積を確保する。空間に補強材を通すことにより、扁平な部材の対面する側面間で張力を伝達する。
第５の発明では、扁平な部材の外周面に高延性及び高屈曲性を有する（伸展性を有し、曲げ・せん断剛性が極めて小さい）補強材を設置する構造物の補強方法において、扁平な部材を貫通するように設けられた空間に補強材を通す。
第６の発明は、扁平な部材を構成する母材の外周面に、高延性及び高屈曲性を有する補強材を設置する構造物の補強方法であって、
両端に接着面が設けられた補強材を、当該母材を貫通する空間に通すことを特徴とする構造物の補強方法である。
第６の発明は、第５の発明に係る構造物の補強構造における補強方法等に関する発明である。
第７の発明は、部材の外側に高延性及び高屈曲性を有する補強材を筒状に形成し、当該補強材または当該部材の内側に充填材を充填することを特徴とする構造物の補強構造である。
部材とは、中空部材や、複雑な断面形状を有する部材等である。補強材には、例えば、繊維系、ゴム系、金属等のシート材が使用される。充填材には、例えば、砂などの天然の粒状体、樹脂等の人工的な粒状体が使用される。部材が見かけの体積膨張を伴って変形しようとするときに、粒状体の充填材がこれを補強材に伝達し、変形を制御する。充填材には、これに加えて、部材を熱等から守る効果を得るため、無機系の材料を用いることもできる。
第７の発明では、部材の外周に沿って、高延性及び高屈曲性を有する（伸展性を有し、曲げ・せん断剛性が極めて小さい）補強材を筒状等に形成し、部材の内部に粒状体の充填材を充填する。または、部材との間に空間を設けて補強材を筒状等に形成し、補強材と部材との間に粒状体の充填材を充填する。
第８の発明は、部材の外側に高延性及び高屈曲性を有する補強材を筒状に形成し、当該補強材または当該部材の内側に充填材を充填することを特徴とする構造物の補強方法である。
第８の発明は、第７の発明に係る構造物の補強構造における補強方法等に関する発明である。
第９の発明は、部材を構成する母材の周囲に高延性及び高屈曲性を有する補強材を設置することを特徴とする免震構造である。
補強材には、例えば、繊維系、ゴム系、金属等のシート材、帯状材が使用される。充填材には、例えば、砂などの天然の粒状体、樹脂等の人工的な粒状体が使用される。充填材、コンクリート製の部材、鋼製の部材の内部には、必要に応じて、鉄筋等の引張りに抵抗する材料が配置される。また、コンクリートの内部には、強度低下を防止する充填材を混入することもある。第９の発明の免震構造に係る免震部材の水平断面は、円形状とするのが望ましい。
第９の発明では、粒状体の充填材、コンクリート、鋼等の母材の周囲に、高延性及び高屈曲性を有する（伸展性を有し、曲げ・せん断剛性が極めて小さい）補強材を設置する。
上記の免震部材を構造物の層内、構造物の基礎と躯体の間、または構造物の基礎に設置することにより、免震効果を得ることができる。構造物の層内に設置する場合には、免震部材を柱として設置する。または、構造物の基礎と躯体即ち上部構造との間に設置する。構造物の基礎に設置する場合には、通常の杭と併用して（杭兼免震部材として）設置する。上記の免震部材は、構造物の上下、左右、斜めの３次元方向の振動に対して免震効果を発揮する。
第１０の発明は、部材を構成する母材の周囲に高延性及び高屈曲性を有する補強材を設置することを特徴とする免震方法である。
第１０の発明は、第９の発明に係る免震構造における免震方法に関する発明である。
第１１の発明は、部材の外周面に高延性及び高屈曲性を有する補強材を設置する構造物の補強構造であって、複数の前記補強材を多重に設置することを特徴とする構造物の補強構造である。
複数の補強材とは、例えば、ヤング率の異なる材質の複数の補強材、異なる力学的メカニズムで部材を補強する複数の補強材等である。これらは、補強材の材質、厚みや幅、設置量等を変えることで実現できる。部材や外界の作用からこれらの補強材を保護するための保護用補強材を、さらに設置してもよい。
第１１の発明では、部材の外周面に、異なる特性を有する複数の補強材を多重に設置する。複数の補強材は、それぞれ、異なるヤング率を有していたり、部材に作用する応力を分担する第１の補強材及び部材の見かけの体積の膨張を拘束する第２の補強材等であったりする。従って、部材の変形量に応じていずれかの補強材が補強効果を発揮するので、部材に作用する様々な応力等に対応することができる。尚、複数の補強材として、部材、外界からの作用を緩和するための補強材をさらに使用することができる。
補強材には、ポリエステル製シートより剛性、強度の高い材質、例えば、ポリエステル等の繊維系の材質の帯状材を使用する。帯状補強材は、部材にらせん状に隙間なく巻きつけられる。または、所定の間隔をおいて、部材を周回する補強材を多段に設置してもよい。また、部材の軸方向に隙間なく、もしくは所定の間隔をおいて設置してもよい。部材の表面に接着剤で直接接着された剛性、強度の高い補強材が、部材の変形が小さな範囲から大きな範囲まで、連続的に補強効果を発揮する。
さらに、高延性及び高屈曲性を有する（伸展性を有し、曲げ・せん断剛性が極めて小さい）帯状補強材等を部材の外周に接着剤で直接接着するので、補強材の張力で部材に発生したひびわれの幅が増大するのを抑制し、部材の形状変化と損傷を制御することができる。
第１２の発明は、部材の外周面に高延性及び高屈曲性を有する補強材を設置する構造物の補強方法であって、複数の前記補強材を多重に設置することを特徴とする構造物の補強方法である。
第１２の発明は、第１１の発明に係る構造物の補強構造における補強方法に関する発明である。
第１３の発明は、接合部を介して連結もしくは一体化された複数の部材を補強する構造物の補強構造であって、前記部材の周囲に高延性及び高屈曲性を有する補強材を設置し、前記接合部では当該補強材を襷がけにして設置することを特徴とする構造物の補強構造である。
接合部とは、複数の部材の接合部分、例えば、梁（第１の部材）と柱（第２の部材）との接合部分である。この場合、高延性及び高屈曲性を有するシート状のもしくは帯状の補強材の端部が梁の側面に接着され、端部に連続する部分が柱の側面に接着され、梁と柱の接合部が補強材で覆われる。
補強材の厚さ、幅、長さ等の寸法は、接合部に作用する荷重を考慮して決定する。さらに、柱の他の側面に別の梁（第３の部材）が接合される場合、補強材の他端を別の梁の側面に接着してもよい。
また、接合部の上方と下方では、部材の周囲に高延性及び高屈曲性を有する帯状補強材をらせん状に巻きつけ、接合部では、帯状補強材を襷がけにして巻き付けるようにすることもできる。
また、帯状補強材を補強材の上に巻きつけても良い。この場合、帯状補強材と補強材とは、お互いの張力を伝達する様に接着される。また、補強される接合部の要求性能に応じてお互いを接着せずに、独立に部材を補強する構造とすることもできる。また、帯状補強材は、多重に繰り返して巻き付けられる場合もある。
第１３の発明では、高延性及び高屈曲性を有する（伸展性を有し、曲げ・せん断剛性が極めて小さい）帯状補強材等は、接合部を含む部材の全面に連続して巻きつけられる。この場合、接合部の上方及び下方では螺旋状に巻きつけられたり、接合部では襷がけにして巻き付けられたりする。
第１４の発明は、接合部を介して連結もしくは一体化された複数の部材を補強する構造物の補強方法であって、前記部材の周囲に高延性及び高屈曲性を有する補強材を設置し、前記接合部では当該補強材を襷がけにして設置することを特徴とする構造物の補強方法である。
第１４の発明は、第１３の発明に係る構造物の補強構造における補強方法に関する発明である。
第１５の発明は、部材の外周に高延性及び高屈曲性を有する補強材を定着し、前記部材に発生すると想定されるギャップ幅に基づいて、当該部材の形状変化を制御することを特徴とする構造物の補強構造である。
第１の発明について説明したように、補強材の所要性能は、母材に生じるギャップの大きさ（ギャップ幅等）の許容値、補強材の伸張が無視できる区間（定着区間）の大きさ、補強材が伸張する区間（自由区間）の大きさ等に基づいて算出することが可能である。尚、所要性能は、所要強度、所要ヤング率、所要量（所要設置範囲、所要厚さ等）及び所要定着強度等である。
従って、部材に発生すると想定されるギャップ幅に基づいて、補強材の所要性能を算出し、この所要性能を満たすように、補強材を部材に定着することにより、当該部材の形状変化を制御することができる。また、補強材を部材に発生すると想定されるギャップに交差する方向に設置することにより、補強効果を高めることができる。
第１６の発明は、部材の外周に高延性及び高屈曲性を有する補強材を定着し、前記部材に発生すると想定されるギャップ幅に基づいて当該部材の形状変化を制御することを特徴とする構造物の補強方法である。
第１６の発明は、第１５の発明に係る構造物の補強構造における補強方法に関する発明である。
第１７の発明は、織成により高延性及び高屈曲性が付与され、構造物の部材の表面もしくは内部に設置され、前記部材を補強することを特徴とする補強材である。
第１７の発明では、補強材は、織成等により高延性及び高屈曲性が付与され、この補強材を構造物の部材の表面、内部等に設置することにより、部材、ひいては、構造物を補強する。この補強材を第１の発明から第１６の発明における補強材、免震部材を構成する材料等として用いることができる。
尚、後述する実験結果等が示すように、上述の構造物の補強構造、補強方法に係る補強材に関しては、引っ張り破断歪が１０％以上であり、曲げ変形角が９０度以上であり、せん断変形角が２度以上である補強材が適当である。
第１８の発明は、ヒートセットまたは／及び樹脂含浸により限界状態でのヤング率が破断寸前のヤング率よりも大きい特性が付与され、構造物の部材の表面もしくは内部に設置され前記部材を補強することを特徴とする補強材である。
第１８の発明では、補強材は、ヒートセット、樹脂含浸等により、限界状態でのヤング率が破断寸前のヤング率よりも大きくなる性質が付与され、この補強材を構造物の部材の表面、内部等に設置することにより、部材、ひいては構造物を補強する。この補強材を第１の発明から第１６の発明における補強材として用いることができる。
尚、後述する実験結果等が示すように、上述の構造物の補強構造、補強方法等に係る補強材に関しては、通常の建物、インフラ（ｉｎｆｒａｓｔｒｕｃｔｕｒｅ）施設等の場合には、前記限界状態では、補強材歪は、小さい値の範囲、即ち、１％から２％となる場合が多い。従って、補強材に関しては、限界状態での伸び歪が０．１％から１０％の範囲内の値であるものが適当である。
また、補強材が繊維系材料等である場合、樹脂を含浸させることによって、歪の小さい範囲での剛性を高め、さらに、歪の大きい範囲まで変形性能を保持させることができる。
発明を実施するための最良の形態
以下、図面に基づいて、本発明の実施の形態について詳細に説明する。
まず、第１の実施の形態について説明する。第１図は、本発明の実施の形態に係る補強材が設置された部材の斜視図である。第２図は、第１図のＡ−Ａ断面図である。第３図は、補強材が設置された部材の斜視図であり、形状的拘束を説明するものである。
第１図、第２図、第３図に示したように、部材１は、母材３、補強材５等から構成される。補強材５は、母材３の表面の一部を包絡する形態で設置されたり（図１参照）、母材３の所定の部分（周囲等）を閉合する形態で（図３参照）設置されたりする。
母材３は、主として、部材１を構成する材料である。母材３の形状、材質等は、部材１の所要性能、機能等に応じて選定される。母材３は、鉄筋コンクリート等の構造材料、ブロック、レンガ等の非構造材料、砂、粒状の樹脂等の充填材料等である。
補強材５は、母材３の表面において、母材３に生じた亀裂、ひび割れ等の破壊面（以下、ギャップと呼ぶ）を跨いで母材３の応力を負担する機能を有する。補強材５の材質は、前記の機能を発揮する為に、伸展性（高延性及び高屈曲性）と強度ならびに弾性を兼ね備えたものであることが望ましい。例えば、ポリエステルの繊維織物等の材料が用いられる。
部材１において、補強材５は、母材３に対して定着されている。すなわち、補強材５及び母材３は、互いに拘束されるように設置されている。この拘束の機構は、大別して２種類ある。第１の機構は、接着拘束であり、第２の機構は、形状的拘束である。
第１の機構である接着拘束は、例えば、第２図に示したように、接着剤１１により補強材５を母材３に接着することにより実現される。この場合、ギャップ発生により接着が離れた区間（以下、自由区間と呼ぶ）が生じた後も、周辺に接着された部分が存在する限り、接着拘束は、存続し得る。
接着剤１１は、所要の接着強度を部材の供用期間に渡り、当該部材の設置環境で発揮するもの、例えば耐水性一液性のエポキシ・ウレタン系接着剤等である。接着剤１１は、補強材５と母材３の境界面に塗布される。
また、現場で補強材５に接着剤１１を塗布することにより接着を行ってもよいし、予め補強材５に接着剤１１を塗布して接着時まで保存するようにしてもよい。尚、接着を剥がそうとする際に母材３もしくは補強材５が接着層を残して破壊されるほどの接着強度は、必要とされない。
接着拘束を実現する場合、補強材５は、第１図に示すように、部材１の補強する範囲（接着拘束有効範囲７）から外側に広がった範囲（補強材設置範囲９）に設置される。接着拘束有効範囲７は、部材１の所要性能、機能等により決定される。接着拘束有効範囲７は、部材１の表面の一部であってもよい。この場合、補強材５は、部材１の周方向の包絡面、すなわち、滑らかに外から接する面を形成するように設置される。
第２の機構である形状的拘束は、例えば、第３図に示したように、補強材５同士を接着し、これを母材３の所定の部分（周囲等）を閉合するような形態で設置することにより実現される。この場合、形状的に母材３と補強材５が連結され、互いに拘束される。
すなわち、母材の変形によって、閉合した補強材の延長が変化し、補強材に張力が発生する。補強材が母材の曲率や隅角に沿って設置されていると、前記の張力によって、補強材と母材の間に摩擦力、支圧力等を生じ、母材と補強材が互いに変形に対する拘束力を及ぼし合う。第１４図に示すように、母材の隅角に沿って補強材を接着した場合などでは、隅角部において、補強材の張力によって接着面の支圧力が向上し、接着強度が増大するという形状拘束的な効果を期待することができる。
形状的拘束は、母材３の形状、補強材５及び母材３の相対的な位置関係等により変化するが、母材３が粉砕されても、補強材５が破断するまで持続し得る。一方、接着拘束は、母材３が粉砕され接着強度が後述する所定の値を下回ると消滅する。
次に、補強材５による効果の定量化（補強効果モデル）について述べる。第４図は、補強材５が設置された部材１の一部分を示す斜視図であり、補強材５がギャップ１３が生じた母材３を弾性的に拘束する状態を示すものである。ギャップ１３は、母材３に生じた亀裂もしくはひび割れ等である。ギャップ幅１５（ｄ）は、ギャップ１３の幅である。
部材１が変形すると、ギャップ１３近傍の補強材５と部材１表面に応力集中が生じて、補強材５が部材１の表面から剥離する。以下、この剥離領域を自由区間１９と呼び、補強材５の幅２３（Δｗ）の部分に係る自由区間１９の長さを自由長（ａ）と呼ぶ。接着拘束あるいは形状的拘束が実現している領域において、補強材５及び部材は、互いに拘束されている。
以下、この拘束領域を拘束区間２１と呼び、補強材５の幅２３（Δｗ）の部分に係る拘束区間２１の長さを拘束長（ｂ）と呼ぶ。自由区間１９が生ずると、定着長（ｓ）は、拘束長（ｂ）から自由長（ａ）の分減少する。この場合、補強材５と母材３の間には、定着長（ｓ＝ｂ−ａ）の区間（定着区間）において、接着力、摩擦力等のせん断力１８が作用している。厳密には、自由長の拡大に伴って拘束領域も拡大することができるが、以下の計算では、安全側の近似として、これを無視する。
第４図の幅２３（Δｗ）、拘束区間２１（拘束長（ｂ））の部分の補強材５に関して、母材３の表面と剥離していない補強材５の間に働くせん断応力１８の平均値をτ_ｆ、補強材５の自由区間１９内の張力１７をｑ、ヤング率をＥ_ｆ、厚さをｔとする。定着区間で張力１７とせん断応力１８の合力が釣り合うので、次の関係式が成り立つ。但し、補強材は、弾性体であると仮定し、定着長部分の伸びは、自由区間の伸びに比べ小さいので、無視した。

式［１］からａを消去し、ｔΔｗで除して、補強材５の引張り応力をσ_ｆとすることにより、次の関係式が得られる。

σ_ｆの実根条件から、ギャップ幅ｄは、０（ゼロ）と

との間であることが分かる。
あるギャップ幅ｄに対して二つのσ_ｆが解となるが、大きい方の値が実現するものとすると、σ_ｆの最大値σ_ｆｍａｘ、最小値σ_ｆｍｉｎは、次のようになる。

σ_ｆｍａｘは、ギャップ幅ｄ＝０、すなわち、部材１の表面にギャップ１３がまさに生じる時の応力である。σ_ｆｍｉｎは、ギャップ１３が拡大し、ギャップ幅ｄが式［３］のｄ_ｍａｘの値になった時の応力である。式［１］と式［３］からσ_ｆｍｉｎでは、自由長（ａ）が拘束長（ｂ）の１／２になる。ギャップ幅ｄがｄ_ｍａｘを超えようとすると、式［１］は、力学上成立しなくなり、自由長（ａ）は、形状的拘束等により再び拘束があるまで、急激に拡大する。
部材１の包絡線（包絡面の周囲）の長さ（以下、周長と呼ぶ）Ｌの変化は、この周を横切るギャップ幅の合計値ｄの変化であると仮定できるので、周歪φと周に沿って計ったギャップ幅の合計値ｄとの間には、次の関係式が成立する。ただし、Ｌ_０は、ギャップ発生前の周長である。

また、補強材５と部材１の間の定着が離れた自由区間（自由長ａ）の間でのみ補強材５が伸長すると仮定すれば、包絡面を形成するように設置された補強材５の伸長量に着目して、周歪φと補強材歪ε_ｆの関係式が得られる。

ここに、ａ／Ｌ_０は、拘束の度合いを示す指標であるので、以下、拘束率と称する。
補強材５の張力１７（σ_ｆ）は、補強材５の歪（ε_ｆ）及びヤング率（Ｅ_ｆ）から、次のように計算できる。ただし、補強材のヤング率が歪に依存して変化する場合には、割線ヤング率を用いるものとする。

部材１は、繰り返し荷重作用で粉砕された後は、粒状体で近似できると仮定すると、次の関係式が成り立つ。だだし、Ｂは補強材間距離（断面の幅）、σ_３は、粒状体の拘束圧である。

式［８］に、粒状体の主応力σ_１と拘束圧σ_３の関係を適用すると、次の関係式が得られる。ただし、ψは、内部摩擦角である。

主応力σ_１の大きさは、軸圧縮状態では圧縮力を受圧断面積で除したものであると近似できるが、せん断力が作用する場合には、この影響を含めて計算する必要がある。
式［３］〜式［７］もしくは式［９］は、補強材の張力と部材のギャップを伴う変形ならびに定着力の関係を与える。さらに、ギャップを伴う変形は、母材の損傷の程度を表すと考えられるので、母材の損傷と補強材の張力（もしくは歪）との関係が得られる。
上述のモデルは、ギャップ１３の種類を選ばない。すなわち、このモデルは、曲げ、せん断等の力学的要因、温度、乾燥、膨張、劣化等の材料的要因のいずれの要因のギャップ１３にも適用可能である。このモデルによれば、特に、せん断により生じたギャップ１３（せん断ひび割れ、せん断破壊面等）に交差する方向に補強材５を設置した場合、当該ギャップ１３周辺を弾性的に拘束することが可能になり、せん断変形を有限な値に制御し、部材１の靭性を保つことができる。
また、上述のモデルは、母材３の種類を選ばない。母材３は、鉄筋コンクリート、鉄骨鉄筋コンクリート、鉄骨、レンガ、ブロック、石膏ボード、プレキャストコンクリート製品、木、石、砂、樹脂等の建設資材等でよく、また、既存の構造部材、非構造部材、新たに設置した材料等でもよい。
また、補強材５の設置範囲（補強材設置範囲９）は、亀裂もしくはギャップ１３に関する拘束区間２１（拘束長（ｂ））に対応する領域（接着拘束有効範囲７）より広い範囲であればよく、部材１表面の一部であってもよい。図１を参照すると、補強材設置範囲９の内、接着拘束有効範囲７の領域が有効な範囲となる。
尚、式［３］、式［４］によれば、補強効果は、形式的には接着強度に比例して増加するが、接着強度が母材３や補強材５の全強に近づくと、自由長（ａ）が生ずる以前に、局所的に母材３もしくは補強材５が破断してしまい補強効果が消滅するので、接着強度を母材３と補強材５が上記の過程で破壊しない程度の強度に抑える必要がある。
また、上述のモデルを実現するには、部材１におけるギャップ１３の発生と拡大に伴って、亀裂もしくはギャップ１３近傍や部材１の角等に生ずる応力集中によって、補強材５が破断しないことが条件になるので、補強材５に伸展性（大きな破断歪）が必要とされる。従って、炭素繊維、アラミド繊維等の弾性係数及び破断強度は大きいが、破断歪が小さい材料は、第１の実施の形態ならびに後述する他の実施の形態における補強材等には適さない。
また、母材と補強材の間の接着層が一部破壊した後も、補強材が性能を発揮することが条件になるので、炭素繊維等を樹脂で固め母材表面に浮きや皺の無い状態で接着された構造を前提に性能が定義されている連続繊維補強材は、第１の実施の形態ならびに後述する他の実施の形態の補強材には適さない。
さらに、繰り返し交番荷重によって、ギャップ１３が開いたり閉じたりすることに対して制御効果を発揮するには、補強材５は、弾性を有する必要がある。
次に、部材１の性能の定量化（部材性能モデル）について述べる。母材の性能に補強効果を加味することにより、部材の力学的性能、耐久性等を定量化することができる。以下の説明では、部材１の母材３が鉄筋コンクリート製の棒状部材であり、当該母材３が補強材５により補強され、繰り返しせん断を受ける場合を例にして説明する。
先に補強効果モデルに関して説明したように、部材１に繰り返しせん断力が加えられ、せん断ギャップが生じた後にも、当該ギャップを跨いで補強材５を介してせん断力が伝達され、曲げ変形が生じて靭性能が保たれる。補強材５の反力は、式［４］のσ_ｆｍｉｎまでは、上述の接着拘束により負担され得るが、以降は、上述の形状的拘束により負担される。
さらに、繰り返し荷重作用の仕事により、母材３の破壊が進み、部材１の力学的性状が弾性体で表面を覆われた粒状体（密な砂等）として近似できる状態になると、せん断耐力が変形の増大に伴って増大する。従って、図５、図１２等に関して後述するように、せん断荷重変形関係は、２つの極値を有する。
第５図は、上述の荷重及び変形の関係を模式的に示す図である。横軸は、部材１の変形（変形角）を示し、横軸は、部材１に作用する荷重を示す。グラフ２５の形状は、Ｑ_ｍａｘ１、αＱ_ｍａｘ、Ｑ_ｍｉｄ、Ｑ_ｍｉｎ、Ｑ_ｍａｘ２、Ｒ_１〜Ｒ_５の１０個のパラメータにより記述される。Ｑ_ｍａｘ１は荷重の初期最大値、αＱ_ｍａｘは限界状態（設計終局状態等）の荷重、Ｑ_ｍｉｎは荷重の最小値、Ｑ_ｍｉｄは接着拘束が外れ、形状的拘束に移る荷重であり、Ｑ_ｍａｘ２は補強材５が破断するか部材１の変形が極度に達し載荷不能になる荷重である。Ｒ_１〜Ｒ_５は、それぞれ、Ｑ_ｍａｘ１、αＱ_ｍａｘ、Ｑ_ｍｉｄ、Ｑ_ｍｉｎ、Ｑ_ｍａｘ２に対応する。また、限界点２７（Ｑ_ｍｉｎ、Ｒ_４）は、部材１が荷重によって粉砕されて粒状体として挙動し始める限界点である。
第６図は、部材１における周歪及び変形の関係を示す図である。横軸は、部材１の変形（変形角）を示し、横軸は、部材１の周歪を示す。部材１の見かけの体積変化、即ち、包絡面に係る体積変化は、周歪（部材１の軸直角方向断面の周長歪）及び軸歪（部材１の軸線歪）により表される。周歪φは、第５図に示した荷重及び変形の関係の変化に対応して、グラフ２９に示すように変化する。
図６の（Ｒ_１，φ_１）、（Ｒ_２，φ_２）、（Ｒ_３，φ_３）、（Ｒ_４，φ_４）、（Ｒ_５，φ_５）は、それぞれ、図５の（Ｒ_１，Ｑ_ｍａｘ１）、（Ｒ_２，αＱ_ｍａｘ）、（Ｒ_３，Ｑ_ｍｉｄ）、（Ｒ_４，Ｑ_ｍｉｎ）、（Ｒ_５，Ｑ_ｍａｘ２）に対応する。
周歪は、Ｒ_３までは、接着が離れ自由区間１９が拡大するに従って徐々に拡大し、Ｒ_３からＲ_４の範囲では、形状的拘束によりほぼ一定であり、Ｒ_４を超えると、部材１が粒状体として振うので再び増加する。尚、軸歪も、周歪と同様に変化する。
次に、実験による検証結果に関して説明する。尚、部材は、柱等であるとして説明するが、部材は、柱に限られない。
第７図は、補強材３７により補強された部材３１の幅３９（Ｈ）の部分が、構造的なギャップ４１（ギャップ幅４３（ｄ））により部材片３３と部材片３５に分割され、両端にせん断力４５（Ｑ）の作用を受けた状態を示す。補強材３７は、部材３１の周方向の包絡面、すなわち、滑らかに外から接する面を形成するように設置されている。せん断力４５は、各断面で補強材３７を介して部材片３３及び部材片３５の間で伝達されている。
第８図は、第７図の部材の軸直角断面（厚さ４７（ΔＨ））の斜視図である。部材３１（部材片３３及び部材片３５）、補強材３７には、せん断力、補強材引張応力５１（σ_ｆ）、コンクリート、鉄筋等の張力５３（σ_ｃｓ）等が作用する。当該せん断力の内、部材片３３の上面から、部材片３５の下面へ補強材３７を介して伝達されるせん断力を伝達せん断力４９（ΔＱ_ｆ）とする。図示はしていないが、部材片３５の上面から部材片３３の下面へも当該伝達せん断力と同じ大きさで逆向きのせん断力が伝達される。
以下、一般性を失わずに簡単の為に前記張力５３（σ_ｃｓ）等を０（ゼロ）とすると、部材片３３の上面と下面では、せん断力の差が、伝達せん断力４９（ΔＱ_ｆ）となる。部材片３５についても同様である。
厚さ４７（ΔＨ）は、無限小であるとして、物体力と厚さ方向の長さをアームとするモーメントを無視する。また、簡単の為に、分布荷重は無い、補強材３７は引張応力５１しか受け持たない、と仮定する。また、伝達せん断力４９（ΔＱ_ｆ）は、補強材３７に対して、手前と奥の引張応力５１（σ_ｆ）が等しくなるように作用すると仮定し、ΔＱ／ΔＨが一定であるとすれば、釣合式から、次の関係が成り立つ。

ただし、ｔは、補強材３７の厚さ、Ｑ_ｆは、せん断力４５（Ｑ）からコンクリート、鉄筋等で伝達されるものを控除した値である。補強材３７のヤング率をＥ_ｆとすれば、補強材歪ε_ｆは、次の式で表される。

次に、上述の補強材の効果、補強材が設置された部材の性能に係る実験の結果を示す。実験は、上述の補強材が設置されたＲＣ柱（ＳＲＦ補強模型柱）及び無補強のＲＣ柱（無補強模型柱）を対象として実施された（ＳＲＦ：Ｓｏｆｔ Ｒｅｔｒｏｆｉｔｔｉｎｇ ｆｏｒ Ｆａｉｌｕｒｅ（欠陥の柔軟な改修））。実験の概略を以下に示す。
○ 柱頭と柱脚の回転を拘束し、軸力と繰り返しせん断力を加える。
○ 柱の中央に載荷点がくる剛なフレームを介して、水平力を柱頭に加える。
○ 変位制御で、変形角４００分の１〜４を正負各２回、続いて、４００分の６，８，１６，２４，３２，４８，６４を正負一回、最後に加力装置の限界である９００分の２００を加える。
尚、変動軸力及び一定軸力に関して１４のケースについて実験を行った。このうち一定軸力に関する９のケースの結果を用いて、上述のＳＲＦ補強材の性能を定量的に評価する。
第６２図は、一定軸力に関する９のケースに関して、試験体の諸元（実験諸元）、荷重条件、実験値、ＳＲＦ補強効果等を示す図である。
第１０図は、無補強模型柱（ケース８）に関して、水平荷重と変形との関係（復元力特性）を示す図である。横軸は、変形（δ（ｍｍ））を示し、縦軸は、水平荷重（Ｑ（ｋＮ））を示す。変形角０．６％（１／１６６）において、最大荷重は、２３７ｋＮ（Ｑ_ｍａｘ）に達し、変形角１．５％を越えたサイクルにおいて、無補強模型柱は、軸力（η＝０．３）を支えられなくなった。
第１１図は、ＳＲＦ補強模型柱（ケース９）に関して、水平荷重と変形との関係（復元力特性）を示す図である。横軸は、変形（δ（ｍｍ））を示し、縦軸は、水平荷重（Ｑ（ｋＮ））を示す。補強は、厚さ（ｔ）４ｍｍのポリエステル織物の補強材を模型柱部材周囲に接着することにより行われた。尚、補強材の物性は、第６２図に示したとおりである。接着強度は、約１ＭＰａである。
変形角０．９％において、最大水平荷重は、２５８ｋＮ（Ｑ_ｍａｘ）に達し、水平荷重は、変形角４．０％を越えるまで最大水平荷重の８０％（０．８Ｑ_ｍａｘ）以上を保っている。０．８Ｑ_ｍａｘを設計終局状態であると仮定すると、終局靭性率（μ）は、μ＝６となる。その後の載荷サイクルにおいて、ピーク荷重は徐々に減少するが、４００分の６４で極小（ピーク加重の極小点６１）となり、次のサイクルにおいて、ピーク荷重は、増加する。
第１２図は、第６２図に示した一定軸力に関する９のケースに関して、加力サイクル毎の正方向水平荷重ピーク値と変形との関係を示す図である。横軸は、変形角（Ｒ（％））を示し、縦軸は、加力サイクル毎の正方向の最大水平荷重（ピーク荷重）を示す。図中の数字は、第６２図に示したケースの番号である。
第１１図を参照すると、補強したケース（ケース２、３、５、９、１３）の全てにおいて、極大点（極大値Ｑ_ｍａｘ）、極小点（極小値Ｑ_ｍｉｎ）、明らかな勾配の変化点（変化点におけるピーク加重Ｑ_ｍｉｄ）が認められる。例えば、ケース９において、極大点６３、極小値６５、勾配の変化点６７が認められる。尚、ケース２は、補強量の少ないケースであり、他のケースに比べＲ_４（極小点における変形角）が小さい。
これらのケースに関して、上述の極大点、極小点、勾配の変化点に基づいてＱ_ｍｉｄ／Ｑ_ｍａｘ、Ｑ_ｍｉｎ／Ｑ_ｍａｘを算出し、第６２図に示した。Ｑ_ｍｉｄ／Ｑ_ｍａｘは、式［４］の理論値０．５に、ほぼ一致する。また、Ｑ_ｍｉｎは、Ｑ_ｍｉｄから１割程度しか減少していない。これにより、上述した補強材の効果の定量化（補強効果モデル）の妥当性が裏付けられる。
第１３図は、部材周長伸び歪と変形との関係を示す図である。横軸は、変形角（Ｒ（％））を示し、縦軸は、部材周長伸び歪（φ（％））を示す。試験体の周囲に等間隔に設けた５本の測線に沿って計測を行ったが、各測線ともほぼ一様に伸びており、式［１０］の妥当性を裏付ける結果が得られた。そこで、平均値をプロットすることにより第１３図を作成した。
第１２図及び第１３図を参照すると、サイクル毎のピーク荷重の変化と周歪の変化は、先に模式的に示した第５図及び第６図と同様、極めて高い相関を持つことが分かる。すなわち、最大荷重Ｑｍａｘ以降のせん断力は、先に第７図及び第８図において説明したメカニズムにより、殆ど補強材によって負担される。
このように、これまでに説明した補強の効果の定量化モデル、補強材が設置された部材の性能の定量化モデル等により、設計計算を行うことが可能である。
次に、比較の為に、設計終局状態を０．８Ｑ_ｍａｘとして、土木学会の方法により式［１２］で定義される補強効果を表す指標（補強効率）Ｋを計算した。

ここで、Ｓは、補強後のせん断強度であり、Ｓ_ｃとＳ_ｓは、それぞれ、コンクリート強度等、せん断補強筋等から計算されるせん断強度であり、Ｓ_ｓ（Ａ_ｆ，ｆ_ｆｕｄ）は、補強材断面Ａ_ｆ及び補強材強度ｆ_ｆｕｄをＳＲＦ補強材における値に置き換えたものである。第６２図には、算出したＫ（補強効率）が示されている。
また、建築学会の連続繊維補強の設計施工指針の方法により補強材の設計強度σ_ｆｄを逆算した。第６２図には、この設計強度σ_ｆｄのＳＲＦ補強材破断強度σ_ｆｍａｘに対する比（補強効率：σ_ｆｄ／σ_ｆｍａｘ）が示されている。尚、以上の計算において、靭性率からせん断余裕度を求めることにより、補強後のせん断強度Ｓを算出した。また、降伏変形角は、全てのケースで２５０分の１であると仮定した。
補強効率は、両者の方法（Ｋ、σ_ｆｄ／σ_ｆｍａｘ）とも、Ｆｃ＝１３．５ＭＰａのケースでは、ほぼ一致して約０．２である。また、Ｆｃ＝１８ＭＰａのケースでは、値が上昇する傾向が認められ、特に後者の方法（σ_ｆｄ／σ_ｆｍａｘ）では、この傾向が顕著である。これは、補強効果を補強量の平方根として評価している為であると考えられる。因みに、補強効率Ｋに関して、炭素繊維で０．８から１．０、アラミド繊維では０．４程度の実験値が報告されている。
本実験の場合には、約０．２という上記の従来工法ならびに鉄筋（１．０である）より小さい値が得られているが、これは、補強材のヤング率が低いという材料的な違い、ならびに補強材と母材の間の剥離とずれを伴うものである方法的、構造的な違いに起因する。
式［５］〜式［１１］で、設計終局時（０．８Ｑ_ｍａｘ）の周歪等の値を周長の実測値から計算した結果を第６２図に示したが、終局周歪（φ_２）の実測値は、０．２％〜０．４％の間であり、部材内部の損傷のレベルは、炭素繊維補強等の従来の方法のレベルと同等であるといえる。
実測のせん断荷重（Ｑ）から補強材歪（ε_ｆ）を算出し（式［１１］参照）、この補強材歪（ε_ｆ）及び実測の周歪（φ）から拘束率（ａ／Ｌ_０）を算出した（式［６］参照）。尚、第６２図には、この拘束率（ａ／Ｌ_０）が示されている。拘束率（ａ／Ｌ_０）は、自由長（ａ）と周長（Ｌ_０）との比を示す。
この実験例において、試験体は、一方向からせん断力を受ける。そこで、せん断力の方向に平行な面でギャップが生じ、接着拘束が完全に解消して、形状的拘束に移った場合、正方形断面に全周の内２面が抵抗するものとすると、拘束率（ａ／Ｌ_０）は、理論上０．５である。
第６２図を参照すると、ケース３、５では、拘束率（ａ／Ｌ_０）＜０．５であり、ケース９、１３では、拘束率（ａ／Ｌ_０）＞０．５である。従って、設計終局時の変形角Ｒ_２が１〜２％のケース３、５では、まだ接着拘束が有効であるが、変形角Ｒ_２が４〜６％のケース９、１３では、接着拘束が解消し、完全に形状的拘束に移行したと言える。
以上、実験結果について考察したように、先に説明した補強材による効果に関するモデル（補強効果モデル）、補強材が設置された部材の性能に関するモデル（部材性能モデル）等の有効性が実証された。尚、上述の数値は、実験値であり、実際に設計に用いる場合、ばらつきを考慮した安全率を用いる必要がある。
以下に、本発明の補強材の材質、厚さ、設置範囲等を決定する（補強材を設計する）方法に関して説明する。
第５８図、第５９図は、本発明の方法で部材の補強を行うときの補強量の設計のフローチャートを示す図である。第５８図、第５９図のフローチャートを用いて、補強諸元を決定する方法について説明する。
第５８図に示すように、まず、構造物の重量、形状、機能等の限界条件を決定する（ステップ３０１）。同時に、構造物に作用する突発的外力の振幅、周期、継続時間、エネルギを決定する（ステップ３０２）。さらに、構造物に作用する突発的外力の内、鉄筋、コンクリート等、母材で負担する部分を決定する（ステップ３０３）。
次に、構造物や部材を新設する場合など、部材諸元を決定する場合（ａ）には、ステップ３０１からステップ３０３での決定事項を考慮して部材諸元を決定する（ステップ３０４）。部材諸元は、通常の構造設計計算方法もしくは他の補強指針を用いて決定することができる。
次に、本方法で負担する自重等の常時の荷重と突発外力を決定する（ステップ３０５）。すなわち、本発明の方法、構造、材料で負担する突発的な外力の種類、性質と大きさ（振幅、周期、継続時間、エネルギ）を決定する。これは、ステップ３０１で決定した、構造物がその耐用期間に受けると考えられる突発的外力のエネルギから、本発明の方法での補強以外で耐えうる突発的外力のエネルギ（ステップ３０３で決定した、母材で負担する部分など）を除いたものとすることもできる。従って、新設時点の構造設計で本発明の補強を用いることを考慮する場合には、部材の材料、部材諸元を、この補強を考慮して節約することができる。
なお、既存の構造物や部材を補強材で補強する場合など、部材諸元を決定しない場合（ｂ）には、ステップ３０２、ステップ３０３での決定事項からステップ３０５の内容を決定する。この場合も、構造物がその耐用期間に受けると考えられる突発的外力から、本発明の方法での補強以外で耐えうる突発的外力を除いたものとして決定することができる。
次に、部材に作用する断面力の振幅とエネルギを計算する（ステップ３０６）。すなわち、ステップ３０２で決定した、突発的な外力の種類、性質と大きさから、補強した部材、その他の部材を含む部材に作用する断面力（せん断力、軸力、曲げモーメント等）および部材の変形（せん断歪、軸歪、曲げ歪等）の振幅と大きさを計算する。同時に、構造物全体の突発外力による変位振幅と振動エネルギを計算する（ステップ３０７）。
ステップ３０６、ステップ３０７について、厳密には、第５１図に示したような補強した部材とその他の部材の復元力特性を考慮した有限要素法、フレーム解析法等の構造解析計算を行うことによって計算できる。簡略法としては、通常の構造設計で行われているように、構造系を単純化して、エネルギー定則などの仮定を設けて行うことができる。従来の計算と比較して対象とする変形範囲が広いことを除けば、復元力特性が明らかな部材の構造設計と同じ要領で行うことができる。
次に、補強した部材の補強量と復元力特性、軸歪の関係を決定する（ステップ３０８）。ステップ３０６、ステップ３０７の計算により、ステップ３０８の内容を決定する。このとき、一般には、第５９図の破線で示したように、ステップ３１０からステップ３０８を介してステップ３０６及びステップ３０７の間のフィードバックが必要になる。
そして、構造物の地震等の突発的な外力作用後の機能・使用性・修復可能性等の限界条件を決定し（ステップ３０９）、これとステップ３０７で計算した構造物の変位振幅と振動エネルギを比較して、補強諸元を決定する（ステップ３１０）。
すなわち、ステップ３０６からステップ３０８で計算した構造物の変形と、ステップ３０９で決定した、地震等の突発外力が作用した後にどのような形で構造物を使用するかの条件から求まる許容変形量とを比較し、補強諸元を決定する。この際、ステップ３０１で決定した構造物の重量、形状、機能等の限界条件も考慮に入れる。
大地震等に関しては、ステップ３０９で、崩壊しなければよいという条件であれば、許容変形は大きくとることができる。一方、新幹線の高架橋等のように、大地震直後であっても変形が大きいと脱線等の危険がある場合には、これを考慮して補強量を決定する。
また、設計終局状態が部材の所定の変形角に対応する耐荷力（強度）で与えられている場合には、次の手順で補強材の設計を行うことができる。
＜１＞ 設計終局状態で、部材に期待するせん断強度Ｑ_ｕの内、補強材で分担するＱ_ｆｕを決定する。
＜２＞ 部材に許容される損傷を部材周上のギャップ幅の合計値ｄ_ｕで表し、補強材歪ε_ｆｕに換算する。
＜３＞ Ｑ_ｆｕとε_ｆｕならびに、部材内部の応力分布、補強材のヤング率Ｅ_ｆから、補強量（厚さｔ）を計算する。
以上の過程＜１＞〜過程＜３＞において、式［５］〜式［１１］、もしくは、これらを部材の条件に応じて変更した式を用いることができる。ただし、局所的には、補強材に式［１１］に示す補強材歪ε_ｆの数倍の歪が生ずる可能性があるので、補強設計にあたっては破断歪に対して、十分な安全率を用いる必要がある。また、Ｑ_ｆの計算にあたっては、母材で伝達されるせん断力（コンクリート、鉄筋等により伝達されるせん断力等）を控除しても良いが、安全側にこれらの控除を０（ゼロ）としても良い。
また、式［８］、式［９］により、部材が上記の設計終局状態を超えた以降の部材の耐荷力を計算することができる。しかし、実際の設計においては、従来、鉄筋コンクリート部材の設計において行われてきたように、必要に応じて実験によって部材の性能と補強量の関係を確認する。
尚、式［５］〜式［１１］は、母材が鉄筋コンクリート等の構造部材でなくても成立する。従って、従来、非構造材料であると考えられてきたもの例えば、レンガ、ブロック等の材料を母材として構造部材を作成することができる。
ただし、母材の剛性が補強材に比べて小さい時には、補強効果が得られるまでに母材に生ずる変形が大きくなるので、これを考慮した計算が必要になり、設計は、上述の説明より複雑になる。従って、補強材の材質を選定する場合には、ヤング率が母材より小さいものを選ぶことが望ましい。しかし、ヤング率が低すぎると、式［１］、式［３］、および、式［１１］に示すように、所要の補強効果を得るために必要な厚さが大きくなるので、目安として母材のヤング率の５分の１から１０分の１程度のものを選ぶことが望ましい。
設計終局状態での補強材のヤング率が大きい程、大きなギャップまで接着拘束機構が発揮され、かつ母材の変形（周歪）を小さく抑えることができる。この場合の母材の変形（周歪）等は、式［３］ならびに式［１１］により定量化されている。
第９図は、補強材の応力歪関係を示す図である。横軸は、補強材の歪（ε）を示し、縦軸は、補強材の応力（σ_ｆ）を示す。前述したように補強材には伸展性（大きな破断歪）が求められる。そこで、第９図に示すような応力歪関係のグラフを考慮して、補強材等の設計を行うことが望ましい。
すなわち、図９の応力歪関係グラフ５５上で、部材の設計終局状態５７における補強材の歪ε_ｆｕに対する補強材の応力σ_ｆｕの比５９（σ_ｆｕ／ε_ｆｕ）を補強材の設計終局時のヤング率Ｅ_ｆと定め、このヤング率Ｅ_ｆ、補強材の破断歪ε_ｍａｘ、破断応力（強度）σ_ｍａｘを補強材等の設計に用いることが望ましい。
補強材は、式［１］〜式［９］を参照し、部材の所要性能を満たすように選択される。補強材としてポリエステル織物等を用いる場合、加熱し張力を加えた後、張力を加えたまま冷却したり（ヒートセット処理）、樹脂を含浸させる等の処理（樹脂含浸処理）を施すことによって、Ｅ_ｆをσ_ｆｕ／ε_ｆｕより大きくすることができる。従って、補強材に上述の処理等を施すことにより、当該処理を行わない場合に比べて、補強材としての効率（単位厚さ当たりの補強効果）を高め、材料費を節約することができる。
次に、第１の実施の形態に係る部材について説明する。第１の実施の形態に係る部材の例として壁つき柱を取り上げる。第１４図は、補強材が設置された壁つき柱の斜視図である。壁つき柱は、柱７１、壁７３から構成される。補強材７５は、柱７１を周回し、補強材設置範囲７９に接着により設置される。補強材設置範囲７９は、接着拘束有効範囲７７よりも広い領域の範囲である。接着拘束有効範囲７７は、所定の拘束長（ｂ）に対応する範囲である。補強材７５を設置するための、壁７３を貫通する穴等は、設けられない。
接着には、エポキシ・ウレタン系の一液性接着剤（接着強度τ_ｆ＝１ＭＰａ）が用いられる。補強材７５には、ポリエステル製のシート材（ヤング率Ｅ_ｆ＝２１００ＭＰａ、厚さｔ＝２ｍｍ）が用いられる。
Ｘ方向のせん断力に対しては、これと平行な面にギャップが生じるとすると、Ｘ軸に平行な周長に沿って計ったギャップ幅の合計（ｄ）が２ｍｍまで接着拘束が有効な拘束長（ｂ）は、式［３］より、ｂ＝１８３ｍｍと計算される。安全率を２とすると、設計拘束長（ｂ_ｄ）は、約４０ｃｍとなる。
第１５図は、第１４図の壁つき柱６９の断面図である。設計拘束長（ｂ_ｄ）は、第１４図及び第１５図の接着拘束有効範囲７７に対応する。
この壁付き柱６９のせん断耐力は、柱７１の寸法、補強材７５の強度、接着剤の強度等を式［４］、式［１０］に代入して求められるが、以下に述べるように、補強効果と形状的拘束限界は、補強材が完全に周回する場合とは異なるので、必要に応じて実験等で確認することが望ましい。
また、設計終局状態を超え、壁つき柱６９が粉砕され、接着拘束が完全に解消し、形状的拘束に移行した状態での復元力特性は、式［８］、式［９］により算出可能である。
この場合、補強材７５の応力σ_ｆは、柱７１及び壁７３の接合部分では、母材内部で伝達されるので、形状的拘束が切れる限界（（Ｑ_ｍａｘ２，Ｒ_５）：第５図）は、補強材７５の強度、当該部分の母材の強度のうち小さい方の強度により決定される。しかし、壁つき柱６９に穴等を空けて補強材７５を貫通させなくとも、この限界（Ｑ_ｍａｘ２，Ｒ_５）までは形状的拘束が持続可能である。
第１６図は、第１４図の壁つき柱６９の断面図である。柱７１の周囲に設置された補強材７５は、柱７１及び壁７３の接合面において、開口するが、この開口区間８３の柱７１の部分は、当該補強材７５が設置された壁７３により拘束される。結果として、柱７１の周囲全体は、補強材７５及び当該補強材７５が設置された壁７３により拘束される。この場合、形状的拘束有効範囲８１において、形状的拘束が実現される。
また、壁等の部材の一面のみに補強材を設置しても、所定の補強効果を得ることができる。また、プレキャストコンクリートボード等を既存の柱間に２枚平行に壁状に設置し、この間にコンクリートを打設、あるいは、砂等を充填し、周囲に補強材を設置して耐震壁とすることができる。
このように、第１の実施の形態では、部材等の補強対象表面の一部に、所定の剛性及び伸展性を有する補強材を接着等により設置することにより、当該部材を補強するので、起伏や凹凸のある任意の形状の部材を補強することが可能である。また、補強対象の部材に、補強材を設置するための孔等を設ける必要がない。従って、安価、かつ、迅速、容易に靭性と耐荷力に優れた構造部材の作成、構造部材の補強等を行うことができる。
また、上述の補強効果モデル、部材性能モデル等により、補強材による補強効果、補強材が設置された部材の性能等の定量化、評価等を行うことができるので、補強対象に応じて、適正な補強材の選定、設計等を行うことができる。
また、上述の補強効果モデル、部材性能モデル等が示すように、第１の実施の形態における補強材ならびに接着剤は、部材の材質、種類、既存、新設等に応じて、有効なものを選定することが可能である。従って、所定の性能を有する部材等の作成、所定の補強効果、免震効果を有する補強材の作成及び設置等に係る労力的負担、費用負担等を軽減し、また、工期等を短縮することができる。
また、以下に示す実施の形態においても、上述の第１の実施の形態における補強構造、補強方法、補強材等を用いることができる。
次に、本発明の第２の実施の形態について詳細に説明する。第１７図は、補強される部材の斜視図を示す。補強される部材は、角型部材１０１の両端に扁平部材１０３が接合されたもので、例えば、角型部材１０１が柱、扁平部材１０３が壁である壁付き柱等である。角型部材１０１と扁平部材１０３の接合部付近には、角型部材１０１と扁平部材１０３の間に形成される表面の凹凸に対処するため、扁平部材１０３を貫通するスリット１０５が設けられる。
第１８図および第１９図は、補強後の第１７図のＡ−Ａ断面図を示す。まず、第１８図に示す補強について説明する。第１８図では、角型部材１０１は、角型部材１０１の周長の約４分の３長さを有するシート状の補強材１０７ａ、１０７ｂ、１０７ｃ、接着剤１０９、接着剤１１１を用いて補強される。
補強材１０７ａは、側面１０８ａ側から両端をスリット１０５に通して設置され、角型部材１０１の周長の約４分の３の面を覆う。補強材１０７ａの両端は、接着剤１１１で角型部材１０１に仮付けされる。補強材１０７ｂは、側面１０８ｂ側から両端をスリット１０５に通して設置される。補強材１０７ｂは、角型部材１０１の残りの面、即ち側面１０８ｂを覆い、両端は補強材１０７ａの外側に重ねて設置される。補強材１０７ｂの両端は、接着剤１０９で補強材１０７ａに接着される。
補強材１０７ｃは、補強材１０７ａと重なるように、側面１０８ａ側から両端をスリット１０５に通して設置される。補強材１０７ｃの両端は、補強材１０７ｂの外側に重ねて設置され、接着剤１０９で補強材１０７ｂに接着される。
次に、第１９図に示す補強について説明する。第１９図では、角型部材１０１は、角型部材１０１の周長の約１倍弱の長さを有するシート状の補強材１１３ａ、角型部材１０１の周長の約１倍強の長さを有するシート状の補強材１１３ｂ、接着剤１０９、接着剤１１１を用いて補強される。
補強材１１３ａは、一方の端部が側面１１４ｂの角に、もう一方の端部が側面１１４ｂの表面にくるように、スリット１０５を通して角型部材１０１のほぼ全面に巻きつけられる。補強材１１３ａの一端は、接着剤１１１を用いて、側面１１４ｂの表面に仮付けされる。
補強材１１３ｂは、両端が角型部材１０１の側面１１４ａ側にくるように、補強材１１３ａの外側に、スリット１０５を通して筒状に巻きつけられる。補強材１１３ｂは、接着剤１１１と重なる位置で、接着剤１０９を用いて補強材１１３ａに接着される。補強材１１３ｂの一端は、接着剤１０９を用いて補強材１１３ｂの他端付近に接着される。
第１８図に示す補強材１０７ａ、１０７ｂ、１０７ｃ、第１９図に示す補強材１１３ａ、１１３ｂは、例えば、繊維系、ゴム系等の伸展性のあるシート材である。接着剤１１１は補強材１０７ａ、１１３ａを角型部材１０１に仮付けするものであり、過度に接着されることがないよう工夫される。接着剤１０９は、補強材１０７ａと１０７ｂと１０７ｃが、また、補強材１１３ａと１１３ｂが、相互に十分に張力を伝達できる材質とする。
このように、第２の実施の形態では、隣接する角型部材１０１と扁平部材１０３との接合部にスリット１０５を設けて補強材を通すことにより、角型部材１０１の周方向に張力を伝達し、補強効果を高める。第１７図では、接合された複数の部材の接合部付近にスリット１０５を設けたが、近接する複数の部材間の隙間をスリット１０５に相当するものとして、補強材を設置することもできる。また、第２の実施の形態の補強方法は、角型部材１０１と扁平部材１０３の接合部や隣接部に限らず、起伏や凹凸のある任意の形状の部材に用いることができる。また、シート状の補強材の代替手段として第４０図に示すような帯状の補強材であるポリエステルベルトを使用することもできる。
次に、第３の実施の形態について説明する。第２０図は、補強される部材の斜視図を示す。第３の実施の形態では、第２の実施の形態と同様の部材を異なる方法で補強する。第２の実施の形態の角型部材１０１に相当する角型部材１２１と、扁平部材１０３に相当する扁平部材１２３の接合部付近には、扁平部材１２３を貫通する複数の孔１２５が所定の間隔で設けられる。
第２１図は、接続用補強材１１５の平面図、第２２図は、補強後の第２０図のＢ−Ｂ断面図、第２３図は、補強後の第２０図のＢ−Ｂ断面の一部を示す図である。第２１に示すように、接続用補強材は、帯状の連結部１１９の両端に接着面１１７を有する。接着面１１７は、連結部１１９の端部を増幅したものである。
まず、第２２図に示す補強について説明する。第２２図では、角型部材１２１は、複数の接続用補強材１１５、２枚のシート状の補強材１２７、接着剤１０９、接着剤１１１を用いて補強される。
複数の接続用補強材１１５は、連結部１１９を軸として接着面１１７を丸めた状態で、角型部材１２１の両側の複数の孔１２５にそれぞれ１つずつ通される。そして、連結部１１９が孔１２５の位置となったところで接着面１１７を広げる。接続用補強材１１５の接着面１１７は、接着剤１１１を用いて角型部材１２１に仮付けされる。
２枚の補強材１２７は、角型部材１２１の側面のうち、扁平部材１２３と隣接していない側面１２８を覆うようにそれぞれ設置される。補強材１２７の両端は、接続用補強材１１５の接着面１１７の外側に重ねて設置される。補強材１２７の両端は、接着剤１０９を用いて接続用補強材１１５の接着面１１７に接着される。
次に、第２３図に示す補強について説明する。第２３図では、角型部材１２１と扁平部材１２３とが、複数の接続用補強材１１５、２枚のシート状の補強材１２９、接着剤１０９を用いて補強される。接続用補強材１１５は、第２２図に示す補強の場合と同様に、連結部１１９を軸として接着面１１７を丸めた状態で、角型部材１２１の両側の孔１２５に通される。そして、連結部１１９が孔１２５の位置となったところで接着面１１７を広げる。接続用補強材１１５の接着面１１７は、接着剤１１１を用いて角型部材１２１に仮付けされる。
補強材１２９は、角型部材１２１の側面１３０ａと扁平部材１２３の側面１３０ｂとを連続して覆うように設置される。補強材１２９は、接続用補強材１１５の接着面１１７に重なる位置で、接着剤１０９を用いて接続用補強材１１５に接着される。
補強材１２７、補強材１２９は、例えば、繊維系、ゴム系等の伸展性のあるシート材である。接続用補強材１１５は、孔１２５を介した両側の補強材１２７、または補強材１２９に加わる張力を伝達する強度を有する材質とする。接着剤１１１は接続用補強材１１５を角型部材１２１に仮付けするものであり、過度に接着されることがないよう工夫される。接着剤１０９は、接続用補強材１１５と補強材１２７が、また、接続用補強材１１５と補強材１２９が、相互に十分に張力を伝達できる材質とする。
このように、第３の実施の形態では、隣接する角型部材１２１と扁平部材１２３との接合部に複数の孔１２５を設け、孔１２５に接続用補強材１１５を通し、角型部材１２１の周方向に張力を伝達し、補強効果を高める。第３の実施の形態は、起伏や凹凸のある任意の形状の部材に用いることができる。
なお、接続用補強材１１５のかわりに、第４０図に示すような帯状のポリエステルベルト１９９を使用してもよい。ポリエステルベルト１９９の材質は、つり紐等に用いられているポリエステル系の繊維でよい。土木シート等の補強用シートの強度は３ｃｍ幅あたり５００〜１０００ｋｇｆであるが、ポリエステルベルト１９９は、５ｃｍ幅あたり１５０００ｋｇｆ程度の強度を有する。ポリエステルベルト１９９を孔１２５に貫通させることで、シート状の補強材１２７、補強材１２９に働く張力を少ない断面で伝達することが可能である。
また、第２２図または第２３図に示す補強構造では効果が不十分な場合、補強量を増加させるために、同様の補強構造を繰り返して用いることができる。
次に、第４の実施の形態について説明する。第２４図は、補強される扁平部材１３１の斜視図を示す。扁平部材１３１は、例えば壁である。扁平部材１３１には、部材厚を貫通する複数の孔１３３が、格子状の個所に設けられる。第２５図は、接続用補強材１３５の斜視図、第２６図は、補強後の扁平部材１３１の孔１３３付近の断面図を示す。
第２５図に示すように、接続用補強材１３５は、軸状の連結部１３９の両端に接着面１３７を有する。接着面１３７は、連結部１３９の軸方向と垂直に、ラッパ状に設けられる。第２６図では、扁平部材１３１は、複数の接続用補強材１３５、２枚のシート状の補強材１４１、接着剤１０９を用いて補強される。
接続用補強材１３５は、連結部１３９を軸として接着面１３７を丸めた状態で、扁平部材１３１の複数の孔１３３にそれぞれ通される。そして、連結部１３９が孔１３３の位置となったところで接着面１３７を広げる。接着面１３７の外側には、扁平部材１３１の両側面１３２を覆うように、補強材１４１が設置される。接着面１３７は、接着剤１０９を用いて補強材１４１に接着される。
補強材１４１は、例えば、繊維系、ゴム系等の伸展性のあるシート材である。接続用補強材１３５は、孔１３３を介した両側の補強材１４１に加わる張力を伝達する強度を有する材質とする。接着剤１０９は、接続用補強材１３５と補強材１４１が、相互に十分に張力を伝達できる材質とする。
このように、第４の実施の形態では、扁平部材１３１に複数の孔１３３を設け、孔１３３に接続用補強材１３５を通して側面１３２間で張力を伝達し、補強効果を高める。第４の実施の形態は、壁のみでなく、中空の管等の、表面に起伏や凹凸のない任意の形状の部材に用いることができる。
なお、孔１３３に通しやすくするため、接続用補強材１３５の接着面１３７に切欠きを入れてもよい。
また、第３の実施の形態と同様に、接続用補強材１３５の代替として、第４０図に示すようなポリエステルベルト１９９を使用することもできる。
次に、第５の実施の形態について説明する。第２７図は補強後のＨ型部材１４３の斜視図である。第２７図に示すように、Ｈ型部材１４３は、補強材１４５と粒状体の充填材１４７を用いて補強される。
Ｈ型部材１４３の周囲には、空間を設けてシート状の補強材１４５が筒状に設置される。Ｈ型部材１４３と補強材１４５の間の空間には、粒状体の充填材１４７が充填される。補強材１４５には、例えば、繊維系、ゴム系等のシート材が使用される。充填材１４７には、例えば、砂などの天然の粒状体、樹脂等の人工的な粒状体が使用される。
粒状体の充填材１４７は、エネルギー損失を伴って変形しながら補強材１４５に応力を伝達するので、従来の連続繊維、鉄板巻き等の補強法とは異なり、充填材１４７を樹脂、接着剤で固定する必要はない。施工上の理由等で、接着や固定等を行う場合でも、常時の重量下や軽微な地震で形状を保持する程度の仮付けでよい。
第５の実施の形態は、Ｈ型部材１４３以外にも、断面形状が複雑な部材の補強に使用できる。第５の実施の形態では、粒状体の充填材１４７が、部材が見かけの体積膨張を伴って変形しようとするときに、これを補強材１４５に伝達し、補強効果を高める。また、例えば無機系の不燃かつ熱容量の大きな材料を用いて、熱からＨ型部材１４３を保護する効果を加えることができる。
なお、第５の実施の形態の補強方法により、Ｈ型部材１４３に限らず、複雑な断面形状を有する任意の部材を補強できる。
次に、第６の実施の形態について説明する。第２８図は、補強後の中空部材１４９の斜視図である。第２８図に示すように、中空部材１４９は、補強材１４５と粒状体の充填材１４７を用いて補強される。
中空部材１４９の周囲の表面には、シート状の補強材１４５が筒状に設置される。中空部材１４９の内部には、粒状体の充填材１４７が充填される。補強材１４５には、例えば、繊維系、ゴム系等のシート材等が使用される。充填材１４７には、例えば、砂などの天然の粒状体、樹脂等の人工的な粒状体が使用される。 粒状体の充填材１４７は、中空部材１４９の空隙を満たす目的で設置されるが、エネルギ損失を伴って変形しながら補強材１４５に応力を伝達するので、従来のコンクリート充填鋼管工法のように、内部に充填したコンクリート等の材料を固化させる必要はない。
第６の実施の形態では、中空の形状の部材を補強する場合に、粒状体の充填材１４７を内部に設置することによって補強効果を高める。充填材１４７は中空部材１４９がエネルギ損失を伴いながら破壊しようとするときの見かけの体積膨張を補強材１４５に伝達する役割を持つ。第６の実施の形態の補強方法で補強する中空部材の断面形状は、円形に限らない。
なお、第４、第６の実施の形態では、充填材１４７を用いたＨ型部材１４３や中空部材１４９等の補強に、第１から第４の実施の形態の補強方法を併用してもよい。
次に、第７の実施の形態について説明する。第２９図は、免震部材１５５の斜視図である。免震部材１５５は、補強材１４５と粒状体の充填材１４７で構成される。補強材１４５には、例えば、繊維系、ゴム系等の伸展性のあるシート材、帯状材等が使用される。充填材１４７には、例えば、砂などの天然の粒状体、樹脂等の人工的な粒状体が使用される。免震部材１５５は、第２７図でＨ型部材１４３の断面積が零に近い場合である。
免震部材１５５では、充填材１４７が見かけの体積膨張を伴って変形すると、補強材１４５が弾性によって周方向の圧縮力を充填材１４７に作用させ、見かけの体積膨張を拘束する。補強材１４５として高延性材を使用することで、免震部材１５５は、大きな変形に耐えることができ、吸収エネルギが大きくなる。
第３０図から第３２図は、免震部材１５５、１５５ａ、１５５ｂのいずれかを使用した構造物１５３の立面図である。第３０図では、地盤１５１に構築された構造物１５３の上部構造１５４内の層１５７に免震部材１５５、１５５ａ、１５５ｂが設置される。層１５７に設置された免震部材１５５、１５５ａ、１５５ｂは、大黒柱のように、フロアの荷重を支え、大地震時に構造物１５３の倒壊を防止する。
第３１図では、地盤１５１に設置された基礎１５９と構造物１５３の上部構造１５４との間の層１５７ａに免震部材１５５、１５５ａ、１５５ｂが設置される。第３１図に示す免震部材１５５、１５５ａ、１５５ｂは、大きなエネルギ吸収機能を利用し、免震部材として用いられる。
第３２図では、基礎１５９（図示せず）と支持地盤・岩盤１６４との間の層１５７ｂに免震部材１５５、１５５ａ、１５５ｂが設置される。第３２図では、構造物１５３の杭として、地盤１５１に設置された通常の杭１６１と免震部材１５５、１５５ａ、１５５ｂとが併用される。第３２図に示す免震部材１５５、１５５ａ、１５５ｂは、免震機能と大沈下防止機能を有する杭として用いられる。
第３３図、第３４図は、それぞれ、第３０図から第３２図に示すように構造物の層に設置された免震部材１５５ｂ付近の鉛直断面図、免震部材１５５ａ付近の鉛直断面図である。第３５図は免震部材１５５ａの水平断面図、第３６図は免震部材１５５ｂの水平断面図を示す。
第３３図、第３４図に示すように、免震部材１５５ａ、１５５ｂは、層１５７、かつ／または基礎１５９と上部構造１５４の間の層１５７ａに上下部材柱として設置されたり、地盤１５１の層１５７ｂに、杭として設置される。層１５７、層１５７ａの上下の部材１６３は、それぞれ、スラブ、梁、基礎１５９等である。層１５７ｂでは、下の部材１６３のかわりに、地盤や岩盤１６４がある。
第３５図に示すように、免震部材１５５ａは、免震部材１５５と同様に粒状体の充填材１４７、補強材１４５等で形成される。充填材１４７には、エネルギ吸収機能が大きく、粒子が破砕しにくい樹脂等が、補強材１４５には、伸展性のある材料が使用される。免震部材１５５ａは、側面が球形の形状を有する。
免震部材１５５ａは、補強材１４５、充填材１４７等で構成したが、充填材１４７のかわりに鉄筋コンクリートや鉄骨を使用してもよい。第３６図に示すように、免震部材１５５ｂでは、内部に鉄筋等の引張抵抗材１６５が配置されたコンクリート１６７、すなわち鉄筋コンクリート製の部材の周囲を、補強材１４５で補強する。
この場合、コンクリート１６７に特殊な構造の充填材（図示せず）を混入してもよい。この充填材は、コンクリートの強度低下を抑える樹脂等の内容物を有する。コンクリート１６７が繰り返し荷重の作用で破砕されていく過程で、充填材の内容物が染み出し、コンクリートの強度低下を抑える。これにより、免震部材１５５ｂの抵抗力の低下、単位変形当たりのエネルギ吸収能力の低下が低減され、構造物の形状変化を抑えられる。
免震部材１５５ａ、１５５ｂの内部には、鉛直方向に複数の引張抵抗材１６５が配置される。引張抵抗材１６５の両端は、それぞれ上下の部材１６３に、または上の部材１６３と下の地盤や岩盤１６４に埋め込まれる。引張抵抗材１６５により、免震部材１５５ａ、１５５ｂは部材１６３、地盤や岩盤１６４に連結される。
免震部材１５５ａ、１５５ｂを柱として使用する場合、引張抵抗材１６５には、例えば、鉄筋、鉄板、第４０図に示すポリエステルベルト１９９のような帯状の連結用補強材等を使用する。また、杭として使用する場合、引張抵抗材１６５には、例えば、アースアンカ、ロックアンカ等を使用する。引張抵抗材１６５は、構造物１５３の層１５７、または／かつ、基礎１５９と上部構造１５４の間の層１５７ａ、または／かつ、基礎と支持地盤・岩盤１６４の間が上下方向に引き離される力に抵抗する。
第３５図、第３６図に示すように、免震部材１５５ａ、１５５ｂの水平断面は円形であり、内部に４本の引張抵抗材１６５が配置される。免震部材１５５ａ、１５５ｂの円形断面は、繰り返し荷重を受けて変形した部材の断面形状を先取りしたものである。水平断面を円形とすることにより、補強材１４５が効果を発揮するときに断面形状の変化を小さくし、軸方向の変形である伸び縮みを抑制し、構造物の形状変化を抑えることができる。
このように、第７の実施の形態では、補強材１４５と充填材１４７で新たに構築した免震部材１５５、１５５ａ、１５５ｂを上部構造１５４内、または／かつ、上部構造１５４と基礎１５９の間、または／かつ、地盤１５１に柱や杭として設置し、構造物１５３の補強効果を高める。免震部材１５５、１５５ａ、１５５ｂは、従来の免震部材とは異なり、上下、左右、斜めの３次元各方向の振動に対して免震効果を発揮する。即ち、軸引張、軸圧縮、曲げ、捻りの各断面力に対して大きなエネルギ吸収機能を発揮させることができる。これは、従来の免震機能にはない利点である。従来の免震部材を、第３２図に示すような免震機能と大沈下防止機能を有する杭として使用することは困難であったが、第７の実施の形態によれば、容易に実施できる。
なお、免震部材１５５、１５５ａ、１５５ｂにおいて、引張抵抗材の本数は４本に限らない。また、補強材１４５は、例えば、ポリエステル製のシート、ベルト等の補強材を接着剤で直接部材に貼り付け、補強材同士をさらに接着剤で連結させる多重構造としてもよい。多重構造については、第８の実施の形態で詳細に説明する。
第７の実施の形態では、第３３図から第３６図に示すように、引張抵抗材１６５が層１５７、１５７ａ、１５７ｂの上下方向の引張りに抵抗するが、これは、鉄筋コンクリート性の壁や柱では通常行われていることである。免震部材１５５ｂは、通常の設計、施工方法で構築された柱、壁等の部材を補強して形成できるので、従来の免震部材に比べ、設計や施工が極めて容易で、価格が安価である。
第３７図は、第３０図から第３２図に示す層１５７、１５７ａ、１５７ｂの鉛直部材１６９に作用する力を示す図である。鉛直部材１６９とは、例えば、免震部材１５５、１５５ａ、１５５ｂ等の、柱並びに杭である。但し、杭の場合には、下面は岩盤または地盤である。
構造物のある鉛直部材１６９に作用する力は、鉛直力と水平力に分けることができる。さらに、鉛直力は構造物の重量Ｐｗ、ΔＰｗと、地震力の鉛直成分Ｐｓに分けられる。Ｐｗは、層１５７から上の構造物の重量の内、鉛直部材１６９が負担する力であり、ΔＰｗは、鉛直部材１６９の自重である。
鉛直部材１６９には、鉛直力として、上端に重量Ｐｗ＋鉛直地震力Ｐｓ１７１が、下端に重量（Ｐｗ＋ΔＰｗ）＋鉛直地震力Ｐｓ１７３が作用し、水平力として、水平地震力Ｑ１７９が作用する。また、鉛直部材１６９の上下の端部には曲げモーメントＭ１７７、捻りモーメントＭｚ１７５が作用する。地震時のこれらの荷重の大きさは、鉛直部材１６９の剛性によって決まる。剛性がなければ、荷重は作用しない。
鉛直部材１６９が免震部材１５５、１５５ａ、１５５ｂである場合も、同様の荷重が作用する。従来の免震部材は、剛性が大きい方向が限られているものが殆どであり、これに応じて免震効果が発揮される方向が限られていた。従って、効果の少ない方向の地震力によるエネルギを免震部材以外の部材で負担する必要があった。特に、上下方向の引張り力に対しては、剛性のないものが多かった。また、曲げに関しては剛性が極めて大きいものもあり、免震部材に曲げモーメントが集中する結果、周辺の補強が必要になる課題があった。
一方、第７の実施の形態の免震部材１５５ａ、１５５ｂは、第３３図から第３６図に示したような構造であり、通常の部材の設計法と施工法を用いて、上下方向の引張剛性はもとより、構造物の任意の方向の水平剛性、曲げ剛性、捻り剛性を容易に与えることができる。免震部材１５５の場合は、第８の発明の方法を用いる。これら各方向の剛性に、伸展性のあるシート、ベルト等によって、大きなエネルギ吸収機能を付与することが、第７の実施の形態の大きな特徴である。免震部材１５５、１５５ａ、１５５ｂを、構造物１５３の免震に使用する際は、新たに免震部材１５５、１５５ａ、１５５ｂを設置してもよいし、既存の部材を変更、補強して免震部材１５５、１５５ａ、１５５ｂとしてもよい。
次に、第８の実施の形態について説明する。第３８図は、補強後の部材１８１の断面の一部を示す図である。第３８図では、部材１８１は、保護用補強材１８３、補強材１８５、補強材１８７、保護用補強材１８９を用いて補強される。
部材１８１には、内側から順に、保護用補強材１８３、補強材１８５、補強材１８７、保護用補強材１８９が設置される。保護用補強材１８３は、部材１８１の作用から、補強材１８５、１８７、保護用補強材１８９を保護するために設置される。例えば、部材１８１がアルカリを析出するコンクリート等の材料で、補強材１８５、１８７、保護用補強材１８９が耐アルカリ性の低いポリエステル繊維等の材料である場合、保護用補強材１８３には、部材１８１からのアルカリの析出を防止する効果のある樹脂等の材料を用いる。
保護用補強材１８９は、外界の物質の作用による保護用補強材１８３、補強材１８５、補強材１８７の機能の劣化を防止するために設置される。例えば、保護用補強材１８３、補強材１８５、補強材１８７がポリエステル繊維製のシート等である場合には、紫外線によって劣化しやすいので、保護用補強材１８９にはエポキシ、ウレタン等の樹脂を使用し、内部の補強材の劣化を防止する。保護用補強材１８９を防火帯とすることもできる。
補強材１８５と補強材１８７は、部材１８１に対して異なる補強効果を有する材質である。例えば、補強材１８７にはポリエステル繊維等を、補強材１８５には樹脂や、繊維に樹脂を含浸させたもの等の材料を使用する。この場合、補強材１８７は部材１８１の歪が大きな範囲（１５％程度）まで補強効果を発揮し、補強材１８５は部材１８１の歪が小さい範囲（１％以下）で補強効果を発揮する。
ポリエステル繊維のみで部材１８１を補強する場合、部材１８１のヤング率に比べて補強材のヤング率が小さいため、部材１８１の歪が小さい段階で補強効果を発揮させるには厚みを要する。しかし、大きなヤング率を有する樹脂や、繊維に樹脂を含浸させたもの等の材料を併用することにより、ポリエステル繊維のみの場合よりも薄い厚さの補強材で、部材１８１の歪が小さい範囲（１％以下）でも補強効果を発揮できる。また、補強材１８５を部材１８１もしくは保護用補強材１８３の表面に直接接着することによって、歪の小さい範囲内で効果を発揮させることができる。保護用補強材１８３は、必要に応じて部材１８１の表面と補強材１８５の間のせん断力を伝達する機能を有するものとする。例えば、樹脂系のプライマー等を用いる。
また、補強材１８５と補強材１８７の補強効果を得るメカニズムを変えることで、異なる荷重条件、変形範囲にわたって補強効果を発揮させることができる。例えば、部材１８１のせん断力を直接補強材で分担する方法と、部材１８１の見かけの体積の膨張を拘束することによる方法を併用する場合などである。
補強材１８７には、見かけの体積の膨張を拘束することによって補強効果を発揮する材料と構造を用いることができる。補強材１８５には、部材１８１のせん断破壊耐力を向上させて耐荷力を向上させることを狙い、鉄板、炭素繊維、アラミド繊維等を用いる。補強材１８５は、部材１８１と補強材１８５の間でせん断力を直接伝達してせん断力を分担し、部材１８１を補強する。また、補強材１８５として、樹脂を含浸させたり、全面に接着剤を塗布して剛性を高めたポリエステルシートまたはポリエステルベルト等を用いることができる。この場合には、補強材１８５と補強材１８７を連続的に施工できるメリットがある。
第３９図は、第３８図に示すような多重構造での補強方法を用いた場合の部材１８１の荷重変形関係を示すグラフである。第３９図の縦軸は荷重、横軸は変形を示す。この荷重とは、軸力、曲げモーメント、せん断力等の部材１８１の断面力であり、変形はそれぞれの荷重に適合する変形である軸縮み、曲げ率、せん断歪等である。補強しない場合１９１の曲線に比べ、多重構造補強を用いて補強した場合１９３の曲線では、部材１８１は広い範囲の変形に対して耐荷力を有する。
第３９図は、補強材１８５と補強材１８７の有効な変形範囲が重複しておらず、補強材１８５の有効な範囲１９５と補強材１８７の有効な範囲１９７の間に若干の耐荷力の低減が生じる一般的な例を示す。補強材１８５と補強材１８７の有効な変形範囲を重複させることで、耐荷力の低減を避けることができる。
第８の実施の形態では、周囲に特性の異なる補強材を多重に用いることによって、広範囲の部材の荷重条件、外界の環境条件に対して補強効果を発揮させることができる。なお、部材１８１は、コンクリート部材等のみでなく、第２７図や第２９図に示すように、充填材１４７の場合もある。この場合には、充填材１４７に保護用補強材１８３と同等の効果をもつ材質を選択し、保護用補強材１８３を省略してもよい。
なお、部材１８１もしくは保護用補強材１８３の表面に直接接着する補強材１８５として、第４０図に示すポリエステルベルト１９９などの、強度と剛性の高い帯状補強材を使用できる。ポリエステルベルト１９９は、ポリエステルシートに比べ、単位幅あたりのヤング率を大きくする構造で織ることができるので、小さい歪の段階で効果を発揮する補強材１８５として用いることができる。例えば、幅６４ｍｍ、厚さ４ｍｍのポリエステルベルト１９９の製品の引張試験結果では、２５００ｋｇｆ作用時で歪は２％である。
ポリエステルベルト１９９を補強材１８５として使用する場合、第４１図から第４４図に示す柱２０５が第３８図の部材１８１に相当する。第４１図から第４４図に示す、ポリエステルベルト１９９での補強方法については、後述の第９の実施の形態の部分で述べる。
次に、第９の実施の形態について説明する。第４０図は、ポリエステルベルト１９９の平面図、第４１図と第４２図は、帯状補強材２０１で補強した柱２０５の例を示す斜視図、第４３図は第４２図に示す柱２０５の立面図である。
まず、第４１図に示す補強について説明する。第４１図では、所定の間隔で、柱２０５を周回するように複数の帯状補強材２０１を設置する。柱２０５を周回させた帯状補強材２０１の端部同士は、機械的継手である接着、留め具の双方、またはいずれかで接続する。機械的継手を用いる場合には、短期間で補強効果を得ることができ、震災直後の緊急補強等に適する。また、部材軸方向に帯状補強材２０３を接着して、これと交差する方向のひび割れを制御する効果を期待することができる。
次に、第４２図、第４３図に示す補強について説明する。第４２図、第４３図に示す柱２０５の表面には、帯状補強材２０１が隙間なく巻き付けられる。矢印Ｃの方向に帯状補強材２０１に張力を加えながら、矢印Ｄの方向に巻き付けることで、補強効果を高めることができる。帯状補強材２０１は、柱２０５に直接接着される。なお、柱２０５のコーナー部での繊維破壊を避けるための面取りなどは特に必要ないが、帯状補強材（図示せず）を部材のコーナー部の辺に平行に接着して、辺の部分の補強材に対する応力集中を緩和する効果を期待することができる。
第４３図に示すように、帯状補強材２０１は、柱２０５の上端部２０７と下端部２１１では部材周と平行に巻き、一般部２０９では一周でベルト幅分進むように螺旋状に巻くことで、隙間なく均等に巻きつけることができる。また、巻く向き（右巻き、左巻き）を変えて帯状補強材２０１を２層、３層に設置することによって、補強効果を高めることができる。この際、１層目を巻いた後、全面に接着剤を塗布し、この上に半幅ずらして２層目を巻くことで、帯状補強材２０１間のずれを押さえることができる。
上述の巻き方で補強材が母材に密着する為には、補強材が容易に柱の隅角以上に屈曲でき、平行巻きと螺旋巻きのずれ角度以上にせん断できることが必要である。通常の柱では、前記の屈曲角度およびずれ角度は、それぞれ、９０度以下および２度以下である。第５６図で後述するように、襷掛け状に補強材を設置する場合には、せん断できる角度の大きい補強材を用いることが望ましい。
第４４図は、第４１図から第４３図に示す柱２０５の表面付近の断面図である。第４４図に示すように、帯状補強材２０１は、接着剤２１３を用いて柱２０５に直接貼り付けられている。
第４１図から第４４図に示す帯状補強材２０１には、例えば、第４０図に示すポリエステルベルト１９９を使用する。第２、第８の実施の形態の説明で述べたように、ポリエステルベルト１９９の材質は、つり紐等に用いられているポリエステル系の繊維である。ポリエステルベルト１９９は、土木シートより剛性・強度が高いので、柱２０５のクラック幅の増大を抑え、見かけの体積変形を歪の小さい範囲で制御することを特に考慮して使用される。
次に、柱２０５の歪が小さい範囲でクラック幅をおさえる補強での、補強量の計算方法について述べる。第４５図は、帯状補強材２０１とクラック２１５の有効接着長の関係を示す図である。
曲げ、軸力、せん断力などが作用する部材が局部的に破壊する時には、部材の表面にクラック２１５が生じる。第４５図では、柱２０５の表面に帯状補強材２０１が直接貼り付けられた状態で、クラック２１５が発生している。帯状補強材２０１のベルト幅２１９は、ｗである。帯状補強材２０１には、クラック２１５を押し広げようとする力、すなわち張力２２１が、１本あたりｑ作用している。第４５図では、クラック幅２１７は、帯状補強材２０１の効果でｄ以下に押さえられている。
クラック２１５の近傍では、応力集中がある。クラック２１５を中心とする幅２２３（ａ）は、接着剤２１３もしくは近傍の部材表面がせん断破壊して接着効果を失っている部分の長さであり、以下、自由長と呼ぶ。また、拘束長２２５（ｂ）は柱２０５の自然な拘束長であり、自由端から計った長さである。従って、帯状補強材２０１は、定着長ｓ＝ｂ−ａの長さで柱２０５に接着されている。
ここで、拘束長２２５は、柱２０５のような長方形断面の場合には一辺の長さ、円形断面の場合には中心角９０度前後の周の部分である。これらの長さが帯状補強材２０１のベルト幅２１９（ｗ）に比べて極めて大きいときは、実際に働いている接着力がゼロでない長さを取る。
なお、クラック２１５が、長方形断面の部材のある面の中央付近にある場合には、拘束長２２５が部材の他の面にも及ぶ。
帯状補強材２０１の剛性をｋとすると、自由長ａ、即ち幅２２３と、クラック幅２１７（ｄ）、張力２２１（ｑ）との間には、次の関係がある。

定着長ｓ＝ｂ−ａ内の帯状補強材２０１と柱２０５の平均せん断力をτとすると、

である。
式［２１］、式［２２］より自由長ａを消去すると、張力２２１（ｑ）と平均せん断力τ、クラック幅２１７（ｄ）の間には、次の２次関係がある。

この関係は、最大クラック幅ｄ_ｍａｘ以下で２つの解ｑがあるが、大きいほうの解が先に実現するので、これを採用することにすると、ｑはクラック幅２１７（ｄ）に応じて、最大値ｑ_ｍａｘと最小値ｑ_ｍｉｎの間になる。

最小値ｑ_ｍｉｎに対応するクラック幅ｄ_ｍａｘは、

である。
クラック幅がｄ_ｍａｘを越えると、式［２３］は解を持たない。即ち、このようなメカニズムが成り立たなくなる。以上の関係から、クラック２１５を押し広げようとする力を帯状補強材２０１で分担する時の最大値ｑ_ｍａｘと最小値ｑ_ｍｉｎを求めて、上記のメカニズムを利用した構造補強を設計することができる。式［２４］から式［２６］の値は、柱２０５等の部材と帯状補強材２０１の間の接着力τ（平均せん断力）に比例する。
帯状補強材２０１としてポリエステルベルト１９９等の安価で伸展性に優れた材料を用いた場合には、材料としてのヤング率はコンクリートの約１０分の１、鉄の約１００分の１である。従って、平均せん断力τの大きな接着剤２１３を用いて接着したとしても、クラック２１５を生じずに弾性的に部材に加わるせん断力を分担することは困難である。しかし、変形の小さい範囲内での補強効果を特に必要とする場合には、ポリエステルベルト等に樹脂を含浸させて補強材の剛性を高めた上で、エポキシ樹脂系の接着剤を用いる。
第４４図において、例えば、帯状補強材２０１が幅６４ｍｍ、厚さ４ｍｍのポリエステルベルト１９９であり、柱２０５が、拘束長２２５がｂ＝３０ｃｍの鉄筋コンクリート柱であり、接着剤２１３として、トーヨーポリマー製のエポキシウレタン系接着剤ルビロンを用いるとする。このとき、平均せん断力τ＝１０ｋｇｆ／ｃｍ^２、帯状補強材２０１（ポリエステルベルト１９９）のベルト幅２１９はｗ＝６．４ｃｍ、拘束長２２５はｂ＝３０ｃｍ、帯状補強材２０１（ポリエステルベルト１９９）の剛性ｋ＝１５３０００ｋｇｆ／ｃｍ^２である。
式［２４］から式［２６］を用いて最大値ｑ_ｍａｘ、最小値ｑ_ｍｉｎ、最大クラック幅ｄ_ｍａｘを算出すると、最大値ｑ_ｍａｘ＝１９２０ｋｇｆ、最小値ｑ_ｍｉｎ＝９６０ｋｇｆ、最大クラック幅ｄ_ｍａｘ＝０．１２ｃｍとなる。
従って、この補強を実施すると、最大クラック幅ｄ_ｍａｘ＝１．２ｍｍまでを拘束することができ、このときの帯状補強材２０１（ポリエステルベルト１９９）１本あたりの張力２２１は、ｑ＝０．９ｔｆとなる。
第４６図は軸力と曲げとせん断を受ける柱２０５の概略図、第４７図は柱２０５に発生するクラック２１５を押し広げようとする力を示す図である。第４３図に示す方法で帯状補強材２０１としてポリエステルベルト１９９を用いて補強された柱２０５に、軸力２２９（Ｐ）を加えつづけた状態で、水平力を加え、曲げモーメント２３１（Ｍ）、せん断力Ｑを繰り返し発生させた場合について、以下に補強効果を述べる。
柱２０５は、通常の構築部の柱を想定している。せん断力２２７（Ｑ）が柱２０５の高さｈの中間の高さ（ｈ／２）で水平に作用しており、柱２０５の上端と下端は回転しない様に水平にスライドするという条件である。この結果、柱２０５の内部には、水平方向に均等なせん断力（合力Ｑ）と軸力（合力Ｐ）が発生する。曲げモーメントは、上端部でＭ＝Ｑｈ／２、中間でゼロ、下端で−Ｍとなる。
せん断力２２７（Ｑ）が、柱２０５の鉄筋、コンクリートの状態から決まる最大せん断力Ｑ_ｍａｘに達すると、クラック２１５が角θ２３７の方向に発生する。このクラック２１５を水平方向に押し広げようとする力は、柱２０５に作用するせん断力２２７（Ｑ）である。この力を、矢印ｃ２３３で示す範囲の帯状補強材２０１で負担すると考える。帯状補強材２０１は、１本の幅がｗ、１本あたりの張力はｑなので、矢印ｃ２３３の範囲の帯状補強材２０１の合力Ｑは、Ｑ＝ｑ・２Ｃ／ｗである。
但し、柱２０５は長方形断面であるので、前面と背面がともに働くとして係数２を用いた。また、矢印ｃ２３３の長さＣは、第４７図から、Ｃ＝ｂｔａｎθである。一般には、せん断力Ｑは、部材内部でも負担しているが、ベルトが顕著な効果を発揮するＱ_ｍａｘ付近の変形を超えると、ほぼ全てのせん断力がベルトの張力によって負担されると仮定している。
今、角θ２３７＝４５度とすれば、柱２０５の幅２３５がｂ（拘束長）＝３０ｃｍである。よって、前に、式［２４］から式［２６］により算出した、ポリエステルベルト１９９（幅６４ｍｍ、厚さ４ｍｍ）を使用したときの最大値ｑ_{ｍａ ｘ}、最小値ｑ_ｍｉｎに対応する水平力Ｑ_ｍａｘ、Ｑ_ｍｉｎは、Ｑ_ｍａｘ＝ｑ_ｍａｘ２ｂ／ｗ＝１８０００ｋｇｆ、Ｑ_ｍｉｎ＝ｑ_ｍｉｎ２ｂ／ｗ＝９０００ｋｇｆとなる。従って、本補強の効果で、クラック２１５の幅がｄ_ｍａｘ＝１．２ｍｍを越えない範囲では、９ｔｆ以上の水平抵抗力を保持することができる。
次に、補強なしの柱２０５と、第４３図に示す帯状補強材２０１として前述のポリエステルベルト１９９（幅６４ｍｍ、厚さ４ｍｍ）を用いて補強した柱２０５について、第４６図に示す条件で、変位制御で水平繰り返し加力試験を実施した結果について述べる。但し、柱２０５のコンクリート強度は１３５ｋｇｆ／ｃｍ^２、軸方向鉄筋比０．５６％、せん断補強鉄筋比０．０８％、軸力は一定で、３７ｔｆ（軸力比０．３）である。
第４８図は、柱２０５の変形を示す概略図である。柱２０５の水平方向の変位を水平変位δ_ｈ２３９、鉛直方向の変位を鉛直変位δ_ｖ２４１とすると、実験により、第４９図から第５４図に示す結果が得られた。第４９図は柱２０５の水平力Ｑと変位履歴の包絡線を示す図である。第５０図は柱２０５の水平変位、鉛直変位、水平力の関係を示す図、第５１図は、柱２０５の復元力特性関係を示す図である。
第４９図の横軸は柱２０５の水平変位δｈ（２３９）を、縦軸は水平力Ｑ（せん断力２２７）を示す。第５１図の横軸は柱２０５の水平変位δｈ（２３９）と変形角を、縦軸は水平力Ｑ（せん断力２２７）を示す。
第４９図において、柱２０５を帯状補強材２０１で補強しない場合の包絡線が補強なし２４３ａ、補強した場合の包絡線が補強あり２４３ｂの曲線である。補強あり２４３ｂに示す包絡線は、第５１図に示す履歴ループ２５３の阪神大震災相当２５５ａ、阪神大震災２倍相当２５５ｂ、阪神大震災３倍相当２５５ｃ、阪神大震災５倍相当２５５ｄ等の点の包絡線である。
第５０図では、横軸が水平変位δ_ｈ（２３９）を、上向きの縦軸が水平力Ｑ（せん断力２２７）を、下向きの縦軸が鉛直変位δ_ｖ（２４１）を示す。補強なし２４３ａ、補強あり２４３ｂは、第４９図の補強なし２４３ａ、補強あり２４３ｂに示したのと同じ包絡線である。補強なし２４５ａは、帯状補強材で補強しなかった柱２０５の鉛直変位δ_ｖを、補強あり２４５ｂは、帯状補強材２０１（ポリエステルベルト１９９）で補強した柱２０５の鉛直変位δ_ｖを示す曲線である。
第４９図、第５０図に示すように、補強なし２４３ａの場合の最大水平力をＱ_ｍａｘ１、補強あり２４３ｂの場合の最大水平力をＱ_ｍａｘ２、最小水平力をＱ_ｍｉｎとすると、実験のデータから、補強なし２４３ａの場合の最大水平力はＱ_ｍａｘ１＝１７．５ｔｆである。また、補強あり２４３ｂの場合の最大水平力はＱ_ｍａｘ２＝１８ｔｆ、最小水平力はＱ_ｍｉｎ＝７ｔｆである。
第５０図で、補強なしの柱２０５の水平力Ｑを示す補強なし２４３ａのライン、鉛直変位δ_ｖを示す補強なし２４５ａのラインは、水平力ＱがＱ_ｍａｘ１となった時点から急降下している。これは、補強した柱２０５では、Ｑ_ｍａｘ２に対応する水平変位から、Ｑ_ｍｉｎまでの水平変位の領域で、帯状補強材２０１（ポリエステルベルト１９９）での補強効果によってせん断力の大半が負担されているという前記の仮定を裏付けている。
補強あり２４３ｂでの最小水平力Ｑ_ｍｉｎの実験データが、第４６図、第４７図のモデルを用いた計算値９ｔｆより小さいのは、実験誤差であるとともに、繰り返し荷重と変形で、柱２０５のコンクリート面と帯状補強材２０１（ポリエステルベルト１９９）との接着面での強度低下が生じたことも考えられる。最大せん断力Ｑ_ｍａｘ２は、計算値１８ｔｆとほぼ等しい値である。
第５０図に示すように、柱２０５の水平変位δ_ｈが変位振幅δ_ｈｃ２４７のとき、水平力Ｑを示す補強あり２４３ｂの曲線には水平力変曲点２４９が、鉛直変位δ_ｖを示す補強あり２４５ｂの曲線には鉛直変位変曲点２５１がある。変位振幅δ_ｈｃ２４７は、第５１図に示す履歴ループ２５３の兵庫県南部地震３倍相当２５５ｃ付近の水平変位δ_ｈ、すなわち約１４０ｍｍ（変形角は０．１５ｒａｄ）である。
第５２図は、柱２０５の累積水平変位Σδ_ｈと履歴吸収エネルギＷの関係を示す図である。第５３図は第５２図の詳細図である。第５２図では、横軸が水平累積変位Σδ_ｈを、縦軸が履歴吸収エネルギＷを示す。
第５２図、第５３図の横軸に示す累積水平変位Σδ_ｈは、次の式で計算した。ここで、ｉは、データ記録のステップ数、ｎは現在のステップ数である。なお、累積水平変位Σδ_ｈは、第５１図に示す履歴ループ２５３上での位置を示す指標として計算している。

縦軸に示す履歴吸収エネルギＷは、次の式で計算した。履歴吸収エネルギＷは、水平力Ｑすなわちせん断力２２７のした仕事である。

構造物のある柱２０５が受け持つ軸力２２９がＰであれば、これに対応する質量ｍは、重力加速度ｇを用いて、ｍ＝Ｐ／ｇで表せる。従って、構造物に入力され、振動が終了するまでに消費されるエネルギのうち、柱２０５に作用するせん断力２２７がする仕事Ｅは、地震動の速度応答スペクトルＳｖを用いて、近似的に次の式で表される。

第５２図に示す履歴吸収エネルギ２５７の曲線は、第５１図に示す実験結果の履歴ループ２５３から式［２８］で計算した履歴吸収エネルギを表す。阪神大震災相当２５９ａおよび阪神大震災５倍相当２５９ｂの直線で示される値は、履歴吸収エネルギ２５７の曲線との比較のため、式［２９］で算出したものである。第５３図では、同様に式［２９］で算出した阪神大震災２倍相当２５９ｃ、阪神大震災３倍相当２５９ｄの値をさらに示している。式［２９］を使用するにあたり、速度応答スペクトルは、固有周期０．３秒での神戸海洋気象台記録での値であるＳｖ＝９０ｃｍ／ｓを用いた。
第５４図は、式［２７］で算出した累積水平変位Σδ_ｈと鉛直変位δ_ｖの関係を示す図である。第５４図では、横軸が水平累積変位Σδ_ｈを、縦軸が鉛直変位δ_ｖ（２４１）を示す。第５０図の説明で述べたように、水平変位が変位振幅δ_ｈｃ２４７、すなわち約１４０ｍｍのとき、鉛直変位変曲点２５１があり、このとき、累積水平変位Σδ_ｈは約１５００ｍｍである。第５４図に示すように、鉛直変位変曲点２５１での累積変位約１５００ｍｍまでは、鉛直変位δ_ｖは５ｍｍ（歪０．５％）以下である。
この実験から、次のことが言える。
▲１▼従来の補強が困難である低強度コンクリート（１３５ｋｇｆ／ｃｍ^２）で補強効果を発揮した。
▲２▼歪の小さい範囲から大変形まで連続的に補強効果を発揮した。
▲３▼第４９図に示す補強あり２４３ｂの曲線で、水平力に２つの変曲点（Ｑ＝Ｑ_ｍａｘ２となる点、およびＱ＝Ｑ_ｍｉｎとなる点、すなわち水平力変曲点２４９）が確認された。
▲４▼第５０図に示す補強あり２４５ｂの曲線で、鉛直変位δ_ｖにひとつの変曲点（鉛直変位変曲点２５１）が確認された。これは、▲３▼に記述した水平力変曲点２４９（Ｑ＝Ｑ_ｍｉｎ）に対応する点である。なお、鉛直変位変曲点２５１は、繰り返し荷重によってコンクリートが累積損傷し、コンクリート強度が低下し、帯状補強材２０１（ポリエステルベルト１９９）と柱２０５のコンクリート面の接着強度τが低下し、クラック幅２１７が限界ｄ_ｍａｘを越え、式［２１］から式［２６］のメカニズムが成り立たなくなった結果、柱２０５の断面形状が変化を開始し、大きな軸変形を生じるメカニズムに移行した点である。
▲５▼水平力Ｑの第２変曲点、すなわちＱ＝Ｑ_ｍｉｎとなる水平変曲点２４９に達するまで、即ち鉛直変位δ_ｖが鉛直変位変曲点２５１に達するまでは、鉛直変位δ_ｖ（柱２０５の軸縮み）は０．５％以下であり、実用上、構造物が地震後再利用できる許容範囲である。
▲６▼補強しない場合（第４９図、第５０図に示した補強なし２４３ａ、２４５ａの場合）には、阪神大震災相当の履歴吸収エネルギ以前に鉛直変位δ_ｖが急拡大し、構造物は崩壊したと考えられる。
▲７▼補強した場合、第５２図、第５３図に示す履歴吸収エネルギ２５７が阪神大震災約２．５倍相当の履歴吸収エネルギとなるまでは鉛直変位δ_ｖが０．５％以下であり、実用上、構造物が地震後再利用できる許容範囲である。
▲８▼補強した場合には、第５４図に示すように、阪神大震災約２．５倍相当の履歴吸収エネルギ（累積水平変位Σδ_ｈが約１５００ｍｍ）を越えると、鉛直変位δ_ｖは徐々に拡大する。しかし、第５０図、第５１図に示すように、水平耐力が上昇し、１サイクルあたりの吸収エネルギが増えるので、制振効果が高まり、大きな崩壊防止効果がある。
第９の実施の形態により、柱２０５等の部材にポリエステルベルト１９９等の帯状補強材２０１を直接接着する方法は、第４９図から第５４図の実験結果に示されるように、クラック２１５の発生後の小さな変形から大きな変形まで、連続的に補強効果を発揮する。
従来、部材を巻き立てて補強する場合は、クラックの発生を防ぐべく、部材を構成する主要な力学的要素の剛性と同等以上の剛性を持った炭素繊維、巻き鉄板等の補強材料を部材表面に直接樹脂等で張り付けることを特徴としていたが、第９の実施の形態では、部材表面のクラック２１５の発生を抑止しようとするのではなく、クラック幅２１７を有効な値、例えば２ｍｍ程度に押さえることで、部材の機能低下を制御し、構造物の使用性や安全性を維持する。
ポリエステルベルト１９９等の剛性が大きな材料を用いて部材表面に直接接着する方法は、有限なクラック２１５を伴う変形の範囲で、部材の形状を保持する効果を高めることを狙っている。この効果は、式［２１］〜式［２４］に示したように、補強材周方向の剛性に比例して高くなり、部材表面と補強材の間で伝達されるせん断力の大きさによって限界がある。よって、部材と、剛性の大きな補強材を直接接着することによって、効果を高めることができる。
なお、第９の実施の形態で使用する帯状補強材２０１は、ポリエステルベルト１９９に限らない。同等の強度、剛性を持つ任意の材質を使用することができる。
また、第９の実施の形態の補強方法は、クラック幅２１７の増大を制御することによって、部材の見かけの体積の膨張を抑える方法であり、形状変化と軸歪を抑えるメカニズムを考案し、理論式と実験で実証したことは、今後の実用上意義が大きい。
次に、第１０の実施の形態について説明する。第１０の実施の形態は、第２の実施の形態と同様に、凹凸のある部材、ならびに部材と部材の接合部の補強効果を高める方法である。第５５図は、柱２６１と梁２６３の接合部に接続用補強材２６９ａ、２６９ｂを設置した状態を示す斜視図である。柱２６１の左右の側面２６５ｂには、梁２６３が接合されている。
柱２６１と梁２６３の接合部は、まず、２枚のシート状の接続用補強材２６９ａと、４枚の接続用補強材２６９ｂとで補強される。接続用補強材２６９ａは、シート状の補強材であり、柱２６１の側面２６５ｂと梁２６３の側面２６７ａとの接合部を覆うように接着される。接続用補強材２６９ａの中央部は、柱２６１の側面２６５ａと左右に隣接する側面２６５ｂとに接着され、両端部は、梁２６３の側面２６７ａに接着される。
接続用補強材２６９ｂはシート状の補強材であり、柱２６１の側面２６５ｂと梁２６３の側面２６７ｂとの接合部を覆うように接着される。接続用補強材２６９ａ、２６９ｂは、例えば、繊維系、ゴム系等の高延性及び高屈曲性を有するシート材である。
接続用補強材２６９ａ、２６９ｂは、シート状の補強材ではなく、ポリエステルベルト１９９等の帯状補強材を用いても良い。シート材、帯状補強材のいずれを用いる場合でも、接続用補強材２６９ａ、２６９ｂの厚さ、幅、長さ等は、必要な補強量に相当する寸法とする。
接続用補強材２６９ａ、２６９ｂを柱２６１や梁２６３に接着する方法は、第２の実施の形態の補強材１０７ａ等と同じく仮付けでもよいが、第８の実施の形態の補強材１８５のように、強度を期待した接着を用いることができる。一般に、構造物の変位振幅は、部材と部材の接合部の変形に大きく左右されるので、後述の第５９図のステップ３０９に示した方法で補強量が決定されることを考えると、後者を用いることが実用的である。
第５６図は、柱２６１と梁２６３の接合部に帯状補強材２７１ａ、２７１ｂを設置した状態を示す斜視図である。第５６図では、第５５図に示すように設置された接続用補強材２６９ａ、２６９ｂを覆うように、１本の帯状補強材２７１ａと、２本の帯状補強材２７１ｂが設置される。帯状補強材２７１ａは、太い側の部材、すなわち柱２６１の周囲に設置される。帯状補強材２７１ａは、斜めに柱２６１と梁２６３の接合部を跨ぎ、接合部の上方と下方とで連続して巻き付けられる。帯状補強材２７１ｂは、細い側の部材、すなわち梁２６３の周囲に設置される。帯状補強材２７１ｂは、柱２６１の左右に接合された梁２６３にそれぞれ独立して巻き付けられる。
この方法を繰り返し用いて補強量を必要な量まで増やす。第５６図では帯状補強材２７１ａ、２７１ｂを二重に設置し、柱２６１と梁２６３の接合部で襷がけにしてある。
柱２６１、梁２６３への帯状補強材２７１ａ、２７１ｂの接着には、強度を期待した接着を用いる。第５７図は、接続用補強材２６９ｂ等が設置された柱２６１と梁２６３の接合部の断面図を示す図である。シート状の接続用補強材２６９ｂの上には、帯状補強材２７１ａ、２７１ｂが巻き付けられる。柱２６１や梁２６３とシート状の接続用補強材２６９ｂ、接続用補強材２６９ｂと帯状補強材２７１ａ、２７１ｂは、お互いの張力を接着面のせん断抵抗を介して伝達するように接着される。柱２６１や梁２６３と接続用補強材２６９ａ、接続用補強材２６９ａと帯状補強材２７１ａ、２７１ｂも同様に接着される。
なお、必要に応じて、柱２６１の周囲に補強材２７３ａを、また、梁２６３の周囲に補強材２７３ｂを巻き付ける。補強材２７３ａ、２７３ｂは、伸展性のあるシート材や帯状材である。
このように、第１０の実施の形態では、柱２６１と梁２６３との接合部に接続用補強材２６９ａ、２６９ｂを設けて、部材間の補強効果を高める。さらに、帯状補強材２７１ａを太い方の部材である柱２６１に襷がけにし、接合部を跨いで巻きつけたり、帯状補強材２７１ａ、２７１ｂを柱２６１や梁２６３の周囲に多重に巻きつけることで、必要な補強量を確保する。
第５５図、第５６図では、十字型の接合部を示したが、Ｔ型等の接合部でも同様の方法で施工できる。さらに、柱と梁の組合せに限らず、他の部材同士の接合部の補強にも有効である。また、第１、第３の実施の形態に示すような、スリットや孔を用いる方法と併用することもできる。これは、スラブと梁、壁と梁など、厚さや形状の大きく異なる部材間の接合部の補強に対して、特に有効である。なお、帯状補強材２７１ａ、２７１ｂのみで十分な補強量を得られる場合には、接続用補強材２６９ａ、２６９ｂを省略してもよい。
上述の第１の実施の形態〜第１０の実施の形態では、高延性及び高屈曲性を有する、すなわち、伸展性を有する材料等を補強材として、接着剤による定着等により部材、母材等の表面、内部等に設置して、見かけの体積の膨張を拘束することによって、部材の形状変化、損傷等を制御する構造物の補強構造、補強方法、免震構造、免震方法等について説明した。
補強材料として、ポリエステルシートなどの、安価で加工や接着が容易な材料を用いられる場合、これらの補強材料のヤング率は、コンクリートの１０分の１、鉄の１００分の１程度である。よって、鉄筋コンクリートの鉄筋のような形で、歪が極めて小さい弾性範囲内で部材に作用する荷重の一部を直接分担する効果は、上記のヤング率の比に比例して、ごく小さい。
しかし、繰り返し荷重の作用により、部材を主として構成する鉄やコンクリート等の材料が降伏したり、ひび割れを発生したりして、塑性変形を開始した以降には、部材の剛性が低下するので、顕著な効果が得られる。すなわち、部材を構成するコンクリート等の材料が粒状体を経て粉体となり、鉄が大きく塑性変形したり破断した以降も、これらを一体化させて保持し、軸力保持能力、曲げやせん断などの外力への抵抗能力を発揮させることができる。
補強した部材は、剛性を保持しながら、上述の一連の繰り返し変形過程で極めて大きなエネルギを吸収するので、地震等の突発的な外力から、構造物の崩壊を防止することができる。鉄筋コンクリート柱の例については、第９の実施の形態の部分で実験結果を示した。
第６０図は、繰り返し荷重の作用による、補強した部材の累積変形と履歴吸収エネルギの関係を示す図である。横軸は累積変形を、縦軸は履歴吸収エネルギを示す。部材が、有限なひび割れを伴って変形する間にも、繰り返し外力の作用を受けることによって、部材を構成する材料が部分的な破壊を生ずる。従って、部材と補強材の間で伝達されるせん断力はこれに応じて低下するので、補強効果も低減し、部材の形状を保持する効果も低減する。繰り返し荷重による部材を構成する材料の破壊は、外力のした仕事、すなわち履歴吸収エネルギで計ることができる。
材料の種類と量に応じて、ある限界（形状保持限界エネルギ２７５と称する）が存在し、これを超えると材料が粒状体的に振る舞うので、部材の形状が顕著に変化し始める。本発明の方法で補強した部材では、断面は円形に、全体形状は球を繋げた形に近づいていく。これによって、構造物の形状も顕著に変化する。
第７の実施の形態の第３４図から第３６図に示した免震部材１５５、１５５ａ、１５５ｂの例は、この形状を先取りすることで、形状保持限界エネルギ２７５以降の形状変化を最小に抑えて、構造物の地震後の使用性を確保しうる履歴吸収エネルギ領域、すなわち入力地震動のエネルギ領域を増やすことを狙っている。この形状の工夫も補強効果を高める方法の一つである。
また、形状保持限界エネルギ２７５以前の過程で、部材内部には、部材を構成するコンクリートなどの材料を破壊する摩擦力と熱が発生する。第７の実施の形態の第３６図についての説明で述べたように、特殊な充填材をコンクリート１６７等の前記の材料に混入させることで、上記の熱や摩擦力で充填材の内容物が染み出して材料の強度低下を抑え、形状保持エネルギ２７５を高めることができる。
第６０図に示すように、本発明の方法等の特徴は、広い範囲のエネルギ領域と変形領域に対応可能であり、補強効果を高めることができることにある。さらに、免震部材に本発明の方法等を用いた場合には、形状変化を最小に抑え、剛性を保持しつつ、装置の体積に相当する材料がほぼ完全に粉砕されるエネルギ量を吸収することができる。これは、免震部材としては極めて効率的な方法である。さらに、特殊な充填材を混入し、上記の過程の外力仕事によって発生する熱などのエネルギを利用して材料を内部で補強することで、免震効果を一層高めることができる。
次に、第１１の実施の形態について説明する。第１１の実施の形態では、第１から第１０の実施の形態で用いられる繊維系のシート状補強材や帯状補強材に、樹脂を含浸させる。第６１図は、樹脂を含浸させた補強材料および含浸させない補強材料の引張応力歪関係を示す図である。縦軸は張力を、横軸は伸び歪（％）を表す。
樹脂を含浸させた場合２７７の曲線は、ポリエステル製のシート状織布にエポキシ樹脂を含浸させ、樹脂が硬化した後に引張試験を行った応力歪関係を示す。含浸させない場合２７９の曲線は、同じシート状織布にエポキシ樹脂を含浸させずに引張試験を行った応力歪関係を示す。
第６１図で、樹脂を含浸させた場合２７７と含浸させない場合２７９の曲線を比較すると、樹脂を含浸させることによって、歪０％から約３％までの範囲で剛性、即ちグラフの割線勾配が顕著に大きくなっていること、かつ、歪の大きい範囲まで破断することなく変形できることが読み取れる。なお、第４０図に示すポリエステルベルト１９９等のポリエステル製の帯状材料でも、同様の試験結果が得られる。
第６１図に示す試験結果は、樹脂を含浸させた場合２７７には、ポリエステル繊維で織ったシートもしくは帯状の材料に樹脂を含浸させたことによって、歪の小さい範囲内では樹脂が繊維の変形を拘束する効果があり、含浸させない場合２７９に比べて剛性が増加することを示している。また、変形が大きくなると、樹脂を含浸させた場合２７７では、繊維を大きく破損しないで前記の効果が失われる結果、１５％以上の大きな歪まで変形性能を保ち得ることを示している。
このように、樹脂を含浸させた補強材料を第１から第１０の実施の形態で用いたシート状補強材、もしくは帯状補強材として用いることによって、単一種類の材料で、歪の小さい範囲で変形を抑制する効果を高めながら、なおかつ、歪の大きい範囲での荷重保持効果を得ることができる。第１１の実施の形態の補強材料は、第８の実施の形態の補強材１８５と補強材１８７を単一種類の材料で実現することが可能である。
以上、添付図面を参照しながら、本発明にかかる構造物の補強構造、補強方法、免震構造、免震方法、補強材等の好適な実施形態について説明したが、本発明はかかる例に限定されない。当業者であれば、本願で開示した技術的思想の範疇内において、各種の変更例または修正例に想到し得ることは明らかであり、それらについても当然に本発明の技術的範囲に属するものと了解される。
産業用の利用可能性
以上に述べたように、本発明によれば、安価かつ迅速に靭性と耐荷力に優れた部材、補強材等を作成することができる。本発明に係る補強材による効果は、既存の構造物の補修、補強等に有効であり、新設の構造物においても利用可能である。両者のいずれの場合にも、所要性能を満足するための費用、工期等を従来に方法に比べて軽減することができる。さらに、従来の部材では対処が困難であった爆発等突発的な外力に対する安全装置として、本発明に係る部材、補強材等を用いることができる。部材の主要な要素を補強材として外周面に設置しているので、安価かつ容易に、部材の作成、部材性能の向上が実現可能である。また、老朽化したり被災した構造物の再利用を通じて、既存構造物及び産業資源の有効活用が図れると共に、産業廃棄物等も削減可能である。
また、本発明にかかる構造物の補強構造、免震部材および補強方法は、補強する部材に起伏や凹凸のある場合、他の部材や非構造部材と接合されているか、極めて近接している場合、部材と補強材、補強材と外界の作用によって補強材が劣化する可能性のある場合、小さい範囲の変形から大きな変形まで補強効果を必要とする場合、免震補強が必要な場合等に用いるのに適している。
【図面の簡単な説明】
第１図は、補強材５が設置された部材１の斜視図である。
第２図は、第１図のＡ−Ａ断面図である。
第３図は、補強材５が設置された部材１の斜視図である。
第４図は、補強材５が設置された部材１の斜視図である。
第５図は、部材１における荷重及び変形の関係を示す図である。
第６図は、部材１における周歪及び変形の関係を示す図である。
第７図は、ギャップによって分割された部材の斜視図である。
第８図は、第７図の部材の軸直角断面スライスの斜視図である。
第９図は、補強材の応力歪関係を示す図である。
第１０図は、無補強模型柱における荷重と変形との関係を示す図である。
第１１図は、ＳＲＦ補強模型柱における荷重と変形との関係を示す図である。
第１２図は、正方向ピーク荷重と変形との関係を示す図である。
第１３図は、部材周伸び歪と変形との関係を示す図である。
第１４図は、補強材が設置された壁つき柱の斜視図である。
第１５図は、第１４図の壁つき柱の断面図である。
第１６図は、第１４図の壁つき柱の断面図である。
第１７図は、補強される部材の斜視図である。
第１８図は、補強後の第１７図のＡ−Ａ断面図である。
第１９図は、補強後の第１７図のＡ−Ａ断面図である。
第２０図は、補強される部材の斜視図である。
第２１図は、接続用補強材１１５の平面図である。
第２２図は、補強後の第２０図のＢ−Ｂ断面図である。
第２３図は、補強後の第２０図のＢ−Ｂ断面の一部を示す図である。
第２４図は、補強される扁平部材１３１の斜視図である。
第２５図は、接続用補強材１３５の斜視図である。
第２６図は、補強後の扁平部材１３１の孔１３３付近の断面図である。
第２７図は、補強後のＨ型部材１４３の斜視図である。
第２８図は、補強後の中空部材１４９の斜視図である。
第２９図は、免震部材１５５の斜視図である。
第３０図は、免震部材１５５、１５５ａ、１５５ｂのいずれかを使用した構造物１５３の立面図である。
第３１図は、免震部材１５５、１５５ａ、１５５ｂのいずれかを使用した構造物１５３の立面図である。
第３２図は、免震部材１５５、１５５ａ、１５５ｂのいずれかを使用した構造物１５３の立面図である。
第３３図は、第３０図から第３２図に示すように構造物の層に設置された免震部材１５５ｂ付近の鉛直断面図である。
第３４図は、第３０図から第３２図に示すように構造物の層に設置された免震部材１５５ａ付近の鉛直断面図である。
第３５図は、免震部材１５５ａの水平断面図である。
第３６図は、コンクリート製の免震部材１５５ｂの水平断面図である。
第３７図は、第３０図から第３２図に示す層１５７、１５７ａ、１５７ｂの鉛直部材１６９に作用する力を示す図である。
第３８図は、補強後の部材１８１の断面の一部を示す図である。
第３９図は、部材１８１の荷重変形関係を示すグラフである。
第４０図は、ポリエステルベルト１９９の平面図である。
第４１図は、帯状補強材２０１で補強した柱２０５の例を示す斜視図である。
第４２図は、帯状補強材２０１で補強した柱２０５の例を示す斜視図である。
第４３図は、第４２図に示す柱２０５の立面図である。
第４４図は、第４１図から第４３図に示す柱２０５の表面付近の断面図である。
第４５図は、帯状補強材２０１とクラック２１５の有効接着長の関係を示す図である。
第４６図は、軸力と曲げとせん断を受ける柱２０５の概略図である。
第４７図は、柱２０５に発生するクラック２１５を押し広げようとする力を示す図である。
第４８図は、柱２０５の変形を示す図である。
第４９図は、柱２０５の水平力Ｑと変位履歴の包絡線を示す図である。
第５０図は、柱２０５の水平変位、鉛直変位、水平力の関係を示す図である。
第５１図は、柱２０５の復元力特性関係を示す図である。
第５２図は、柱２０５の累積水平変位Σδ_ｈと履歴吸収エネルギＷの関係を示す図である。
第５３図は、第５２図の詳細図である。
第５４図は、累積水平変位Σδ_ｈと鉛直変位δ_ｖの関係を示す図である。
第５５図は、柱２６１と梁２６３の接合部に接続用補強材２６９ａ、２６９ｂを設置した状態を示す斜視図である。
第５６図は、柱２６１と梁２６３の接合部に帯状補強材２７１ａ、２７１ｂを設置した状態を示す斜視図である。
第５７図は、接続用補強材２６９ｂ等が設置された柱２６１と梁２６３の接合部の断面図を示す図である。
第５８図は、補強量の設計のフローチャートを示す図である。
第５９図は、補強量の設計のフローチャートを示す図である。
第６０図は、補強した部材の累積変形と履歴吸収エネルギの関係を示す図である。
第６１図は、樹脂を含浸させた補強材料および含浸させない補強材料の引張応力歪関係を示す図である。
第６２図は、試験体の諸元（実験諸元）、荷重条件、実験値、ＳＲＦ補強効果等を示す図である。
符号の説明
１，３１ 部材
３ 母材
５，３７，７５ 補強材
７，７７ 接着拘束有効範囲
９，７９ 補強材設置範囲
１１ 接着剤
１３，４１ ギャップ
１５，４３ ギャップ幅
１７，５３ 張力
１９ 自由空間
２１ 拘束区間
３３，３５ 部材片
４５ せん断力
４９ 伝達せん断力
５１ 引張応力
６９ 壁つき柱
７１ 柱
７３ 壁
８１ 形状的拘束有効範囲
１０１，１２１ 角型部材
１０３，１２３ 扁平部材
１０５ スリット
１０７ａ，１０７ｂ，１０７ｃ，１１３ａ，１１３ｂ，１２７，１２９，１４１，１４５，１８５，１８７，２７３ａ，２７３ｂ 補強材
１０９，１１１ 接着剤
１１５，１３５ 接着用補強材
１１７，１３７，２６９ａ，２６９ｂ 接着面
１１９，１３９ 連結部
１２５，１３３ 孔
１４７ 充填材
１５３ 構造物
１５５ 免震部材
１５７，１５７ａ，１５７ｂ 層
１５９ 基礎
１８１ 部材
１８３，１８９ 保護用補強材
１９９ ポリエステルベルト
２０１，２７１ａ，２７１ｂ 帯状補強材
２０５，２６１ 柱
２１７ クラック幅
２２１ 張力
２６３ 梁Technical field
The present invention relates to a structure reinforcement structure, a reinforcement method, a base isolation structure, a base isolation method, a reinforcing material, a member, a base isolation member, and the like.
Background art
Conventionally, regarding a reinforcing structure, a reinforcing material, and a reinforcing method of a structure characterized by installing a reinforcing material in the vicinity of or inside the surface of a member to be reinforced, (1) a so-called reinforced concrete in which a reinforcing bar is embedded in a concrete base material, (2) Driving bolts, nails, etc. into the base metal, (3) Installing high-strength steel bars, etc. inside the concrete member and introducing tension to the steel bars, etc. (4) So-called wrapping iron plates There is an iron plate winding method, and (5) using a so-called continuous fiber reinforcing material in which carbon fiber, aramid fiber or the like is impregnated with a resin such as epoxy.
Regarding the reinforcing structure, reinforcing material, and reinforcing method of a structure characterized by installing a reinforcing material on the outer peripheral surface of an adjacent member, (6) a hole or slit is made to pass through this gap, (7) continuous There are those that once bundle the fibers of the fiber reinforcement, pass through the gap, and then spread again.
Regarding the reinforcing structure, reinforcing material, and reinforcing method of a structure characterized by installing a reinforcing material on the surface of a flat member such as a wall, (8) a metal plate with a hole and a member penetrating There are those that restrain the reinforcing material with a rod such as metal, and (9) those that bind the fibers of the continuous fiber reinforcing material at the end of the member and anchor it to the end of the member or an adjacent member.
Reinforcement structure of a structure in which the reinforcing material is formed into a cylindrical shape and the inside is filled with the filler.

Some of them are filled with concrete and used as pillars.
Reinforcement structure of a structure in which a plurality of reinforcing materials are installed in multiple locations on the outer periphery of the member,

There are things that are stacked in each direction.
Reinforcement structure and reinforcement of structures in which band-shaped reinforcing materials are installed on the outer periphery of members

Some are installed on the surface with epoxy adhesive or anchor bolts.
Reinforcement structure of the structure in which reinforcing material is installed on the outer peripheral surface of the joint part

There are those that attach fiber reinforcement.
Reinforcement structure of reinforcing material structure impregnated with resin, reinforcing material, and reinforcing method

There are so-called continuous fiber reinforcements.

Some have equipment installed.

The present invention relates to a reinforcing method and a reinforcing structure that directly transmit shear stress without causing them. The reinforcement effect of these methods and structures is considered to be the same mechanism as that of shear reinforcement, and the design formula substitutes the coefficient representing the amount of reinforcement, the physical properties of the reinforcement and the reinforcement effect into the formula of the shear reinforcement. With things

Many directly transmit shear stress.
Therefore, in order for the reinforcement effect to be exerted, it is a precondition that the base material is healthy and the reinforcing material and the base material are displaced and bonded without causing separation, etc. And construction management is needed.

In addition, the iron plate has bending rigidity and shear rigidity in the reinforcing material itself, and when the base material tries to generate a large strain locally, it cannot follow this, or the base material is destroyed locally, There was a problem that the reinforcing material caused local buckling or cracking and the reinforcing effect was lost.

The strong material itself has bending rigidity and shear rigidity, and further, the bending rigidity and shear rigidity are added to the reinforcing material due to the effect of impregnating the resin. Furthermore, the above-mentioned material has a calculation formula based on the assumption that it has only tensile rigidity in design, but in reality, it is bent due to its bending rigidity and shear rigidity. Losing the reinforcing effect due to local buckling was an issue.

A material such as a fiber has a breaking strain of 2% to several%, and is easily damaged by corners of the base material, unevenness, and the like. Therefore, not only construction considerations are required, but also when the base material cracks due to the action of external force, the reinforcing material breaks locally, and the reinforcing effect is greatly reduced or disappears was there.

If it is flat, flat, or uneven on the surface of the member, it will be reinforced by penetrating the reinforcing material with holes etc. in the member, so it will take construction cost and work period, and about the reinforcing material to fix and penetrate the end Special processing and tools are required.
Of the above, plates, rods, and the like used for anchoring the reinforcing material, and a material in which continuous fibers are bundled (hereinafter referred to as anchor material) are materials having a structure and rigidity different from those of the general reinforcing material. However, there is a problem that the limit value of stress transmission between the reinforcing material and the anchor material and between the anchor material and the base material becomes the limiting value of the reinforcing effect.
In addition, since it is a condition that the base material can bear the stress generated in the anchoring portion of the anchor material, it cannot be applied when the base material is deteriorated and the strength is reduced or future deterioration is predicted. was there.
In addition, the method and structure for introducing tension into the steel rod, when used for materials such as concrete that have significant creep, will reduce the tension of the reinforcing material due to creep, resulting in loss of effectiveness over time. In the case of destruction by sudden external force such as an earthquake, the problem is that the tension is suddenly released and the reinforcing material may jump out and damage the surrounding area.

Specialist work is required, and construction costs are high. Furthermore, the applicable base material is limited to those that can finish the surface smoothly like reinforced concrete, and that can form a structure in which the reinforcing material and the base material are brought into close contact with each other to transmit shear force locally. There was a problem.

The strong material defines material constants important for reinforcing design such as strength and Young's modulus in a state in which a fiber material is impregnated with a resin. Since the above impregnation process is carried out at the site, strict construction management is required, and peeling between the resin and the continuous fiber occurs due to the action of external force, the resin is poorly cured, environmental conditions, etc. In the case of deterioration, there has been a problem that the design performance is significantly reduced as a reinforcing material.

In many cases, the limit of the seismic isolation effect is often determined by the breakage of the connection between the seismic isolation device and the general member, and it is very expensive to produce a device that fully exhibits the vertical seismic isolation effect. For this reason, it was a problem to require a large amount of equipment manufacturing cost, reinforcement of equipment peripheral members, and new construction cost in order to obtain the required seismic isolation effect.
Furthermore, if the shape of the member is uneven or uneven like a walled column, the member to be reinforced is joined to other members or non-structural members, such as a column in which a window frame or the like is installed, In the case of extremely close proximity, a sufficient reinforcing effect cannot be obtained. Further, there is a possibility that the reinforcing material may be deteriorated by the action of the member and the reinforcing material, and the reinforcing material and the outside world. Furthermore, there is a case where a reinforcing effect is required from a small range of deformation to a large deformation, or seismic isolation reinforcement is necessary.
The present invention has been made in view of such problems, and the surface state of the base material (when there is unevenness, when it is flat, etc.), the type of base material (structural material such as reinforced concrete, wood, block, brick) To provide a reinforcing structure of a structure, a member, a reinforcing material, a reinforcing method, a seismic isolation member, etc., which can cope with non-structural materials, etc. With the goal.
Disclosure of the invention
1st invention is the reinforcement structure of the structure characterized by reinforce | strengthening by fixing the reinforcing material which has high ductility and high flexibility to the base material which consists of at least 1 material which comprises a member.
In the first invention, even after a gap occurs in the base material, the reinforcing material in the vicinity of the gap forms and holds an envelope surface that covers the surface of the base material in the vicinity of the gap, and acts on the base material across the gap. It becomes a stress transmission mediator (a bridge for transmitting stress). Further, the envelope surface serving as the transmission mediating portion is formed by extension of the reinforcing material in the vicinity of the gap, separation of fixing in the vicinity of the gap, or the like. In other words, the envelope surface serving as the transmission medium portion is formed by elastic expansion of the reinforcing material in the free section where the fixing is released due to the occurrence of the gap.
The base material is a material mainly constituting a member. The shape, material and the like of the base material are selected according to the required performance and function of the member. The material of the base material may be any shape or type, such as a normal structural member, a normal non-structural member, or a filling material. The base material is, for example, a granular material such as concrete, steel frame, brick, block, gypsum board, precast concrete, wood, rock, sand, earth, metal, or resin. The base material may be composed of a plurality of types of materials, and a resin or the like is filled between the material to be reinforced and the reinforcing material, and the material to be reinforced and the filling material may be used as the base material.
The reinforcing material desirably has high ductility and high flexibility, that is, extensibility. High ductility means that the breaking strain is large. High flexibility means that large bending deformation and shear deformation are easily caused (high flexibility) and do not break.
Since the reinforcing material has high ductility and the like, even if the base material is deformed and a gap, unevenness or the like occurs, the base material can be restrained without breaking, so that the reinforcing effect can be maintained. .
Further, the reinforcing material can be easily bent to an acute angle or the like by having a high flexibility or the like. Therefore, the reinforcing material can be installed along the outer peripheral surface of the uneven member, and after the deformation due to the load, the fixing portion is formed according to the curvature of the base material, along the corner of the base material, etc. can do.
Furthermore, the reinforcing material must have elasticity in order to generate tension according to the change in the circumference of the base material and exert a geometric restraint effect, and to cope with repeated alternating loads, etc. It is. In addition, it is desirable that the rigidity of the reinforcing material is larger at the initial stage of strain generation than before the break.
The reinforcing material is, for example, a polyester fiber fabric, or a heat-treated treatment, a resin impregnation treatment, or the like applied to the polyester fiber fabric. The heat setting process is a process of heating and applying a tension and then cooling with the tension applied, and the resin impregnation process is a process of impregnating a resin or the like. Thereby, the initial rigidity, Young's modulus, etc. of the reinforcing material can be increased.
Further, the reinforcing material may be a resin formed by spraying, coating, or the like on the base material in the field, a rubber-based material, fiber reinforced mortar, or the like as long as the above-described requirements are satisfied. In this case, the material cost is higher than that of the polyester woven fabric or the like, but the ratio between the reinforcing effect and the price is often more advantageous than the conventional reinforcing structure, method and material. From the stress-strain relationship of these materials, obtain Young's modulus, fracture strain, fracture stress, etc. in the limit state such as the final design state, and calculate the required amount of reinforcement (reinforcement thickness, etc.) and member performance by the calculation method described later. Can be determined.
The gap is a crack, a crack or the like generated in the base material, and is also called a crack. When the base material deforms with a gap, the reinforcing material forms an envelope surface around the gap of the base material without being broken by causing a deviation between the reinforcing material in the vicinity of the gap and the base material, This becomes a bridge and transmits the stress of the base material across the gap. That is, the shearing force is transmitted at the boundary surface between the base material and the reinforcing material where no gap is generated, that is, at the fixing portion. The envelope surface is formed by extension of the reinforcing material around the gap, release of fixing (separation, etc.), fixing at the periphery, and the like.
Fixing of the reinforcing material to the base material surface is performed by applying an adhesive to a part or all of the boundary surface between the base material and the reinforcing material, or by bonding the reinforcing materials together by a mechanical method. This is performed by a method in which the portion is wrapped in a closed reinforcing material, tension is generated in the reinforcing material by deformation of the base material, and a frictional force, a supporting pressure, etc. are generated between the base material and the reinforcing material.
The adhesive applied to the boundary between the base material and the reinforcing material can continue to exert the necessary and sufficient adhesive strength for fixing the reinforcing material to the base material in the environmental conditions of the member throughout the service period of the member. is necessary. In this case, the required adhesive strength does not need to be so strong that the base material or the reinforcing material is broken, so that a one-component adhesive can be used. The adhesive may be preliminarily applied to the reinforcing material and stored. In this case, the reinforcing material can be quickly installed.
The fixing section indicates a section where the reinforcing material is fixed. The free section indicates a section in which the fixing of the reinforcing material is released (peeled off). In the design method to be described later, the ratio between the size of the fixing section and the free section is represented by a numerical value called a constraint rate.
Fixing strength and fixing range are not affected by local damage caused by a gap between the reinforcing material and the base material when the base material undergoes a local fracture with a gap. The strength and range that allows the stress to be transmitted across the gap through the reinforcement. However, the fixing strength refers to an adhesive strength, a maximum frictional force, and the like that act between the base material and the reinforcing material at the fixing portion.
The fixing strength is desirably smaller than the breaking strength of the base material and the reinforcing material. In this case, it is possible to prevent the reinforcing effect of the reinforcing material from disappearing due to the base material and the reinforcing material breaking before the peeling of fixing occurs.
The relationship between the load and deformation of the member after the gap has occurred in the base material is as follows: base material specifications, base material boundary conditions, gap position and size, Young's modulus, thickness, etc. of the reinforcing material and the gap It is a function of the size of the free interval that accompanies this. Therefore, the required strength, required Young's modulus, required amount (required installation range, required thickness, etc.) and required fixing strength of the reinforcing material are values in the limit state of the gap size (gap width, etc.) generated in the base material. It is possible to calculate based on (allowable value), the size of a section where the extension of the reinforcing material can be ignored (fixing section), the size of the section where the reinforcing material extends (free section), and the like.
The Young's modulus used for calculating the required amount of the reinforcing material is a value (limit state value) corresponding to the strain generated in the reinforcing material in a limit state where the gap size reaches an allowable value. Therefore, as an elastic property of the reinforcing material, there is an advantage that the amount of reinforcement can be reduced if the Young's modulus in the limit state is larger than the Young's modulus corresponding to other strains such as strain just before breaking. .
The installation range of the reinforcing material is not necessarily the entire surface of the member, and may be a part of the surface of the member. In this case, the reinforcing material is installed so as to form a part of the envelope surface in the circumferential direction of the member, that is, the surface that smoothly contacts from the outside.
The installation range of the reinforcing material is determined by the required performance and shape of the member and the fixing method of the reinforcing material. For example, when a plurality of members are adjacent to each other, it may be installed so as to create an envelope surface including the adjacent portion, or provided so that a hole, a slit, etc. are provided in the adjacent portion and penetrated. May be. In addition, for flat members such as walls, it may be installed on one side, or installed on both sides so that a hole or the like that penetrates the base material is made and the reinforcing material penetrates and closes it. May be.
Note that the member having the reinforcing structure according to the first invention may be a member obtained by installing a reinforcing material on a member of an existing structure, or may be used as a member of a new structure. In this case, as a result of reducing the size and weight of the member compared with the conventional method, the seismic load is reduced accordingly, the construction cost of the structure is significantly reduced, and the usable space such as the living room space is greatly expanded. can do.
Moreover, it is possible to obtain a seismic isolation effect by utilizing the reinforcing structure according to the first invention. In addition, a safety device or the like for dealing with sudden external force such as an explosion can be created using the reinforcing structure according to the first invention.
According to a second aspect of the present invention, there is provided a method for reinforcing a structure, comprising reinforcing a base material made of at least one material constituting a member by fixing a reinforcing material having high ductility and high flexibility.
2nd invention is invention regarding the reinforcement method etc. in the reinforcement structure of the structure based on 1st invention.
The structure reinforcing structure of the first invention and the structure reinforcing method of the second invention can also be used in the third to eighteenth inventions shown below.
The third invention is a reinforcing structure of a structure in which a reinforcing material having high ductility and high flexibility is installed on the outer peripheral surface of each base material constituting a plurality of adjacent members, and is adjacent or joined A reinforcing structure for a structure, wherein the reinforcing material is passed through a space penetrating between the base material constituting the first member and the base material constituting the other member.
The first member is, for example, a prism, and the other member is a wall that is close to or joined to the side surface of the prism. 3rd invention is a structure which reinforces the member which has undulations and unevenness | corrugations. The space is, for example, a gap between adjacent prisms and walls, a slit or a hole (through hole) provided at a joined part between the joined prisms and the wall, and the like. As the reinforcing material, for example, a rubber-based or fiber-based sheet material or a belt-shaped material is used. By passing the reinforcing material through the space and installing the reinforcing material so as to go around the outer periphery of the prism, tension is transmitted in the circumferential direction of the first member. An adhesive surface is provided on at least one end of the reinforcing material.
In the third invention, in the reinforcing structure in which a reinforcing material having high ductility and high flexibility (extensive and extremely low bending / shear rigidity) is installed on the outer peripheral surface of a plurality of adjacent members. The reinforcing material is passed through a space between the plurality of members and a space penetrating the joint portion of the plurality of joined members.
4th invention is the reinforcement method of the structure which installs the reinforcing material which has high ductility and high flexibility in the outer peripheral surface of each base material which comprises several adjacent members, Comprising: It adjoined or joined A reinforcing method for a structure, wherein the reinforcing material is passed through a space penetrating between a base material constituting the first member and a base material constituting another member.
4th invention is invention regarding the reinforcement method etc. in the reinforcement structure of the structure based on 3rd invention.
5th invention is the reinforcement structure of the structure which installs the reinforcing material which has high ductility and high flexibility in the outer peripheral surface of the base material which comprises a flat member,
A reinforcing structure for a structure is characterized in that a reinforcing material having adhesive surfaces at both ends is passed through a space penetrating the base material.
The flat member is, for example, a wall. A space is a hole (through hole) or the like provided in a flat member. The holes (through holes) may be provided in a dot shape, a lattice dot shape, or the like. For the reinforcing material, for example, a band material such as rubber or fiber is used. At both ends of the belt-like material, a bonding surface is provided, for example, in a trumpet shape as necessary to ensure a bonding area. By passing the reinforcing material through the space, the tension is transmitted between the facing side surfaces of the flat member.
According to a fifth aspect of the present invention, there is provided a method for reinforcing a structure in which a reinforcing member having a high ductility and a high flexibility (extensiveness and extremely low bending / shear rigidity) is installed on the outer peripheral surface of a flat member. The reinforcing material is passed through a space provided so as to penetrate the member.
A sixth invention is a method for reinforcing a structure in which a reinforcing material having high ductility and high flexibility is installed on the outer peripheral surface of a base material constituting a flat member,
A reinforcing method for a structure is characterized in that a reinforcing material having adhesive surfaces at both ends is passed through a space penetrating the base material.
6th invention is invention regarding the reinforcement method etc. in the reinforcement structure of the structure based on 5th invention.
According to a seventh aspect of the present invention, a reinforcing material having a high ductility and a high flexibility is formed in a cylindrical shape on the outer side of the member, and the reinforcing material or the inner side of the member is filled with the filling material. Structure.
The member is a hollow member, a member having a complicated cross-sectional shape, or the like. As the reinforcing material, for example, a fiber material, a rubber material, a metal sheet or the like is used. As the filler, for example, a natural granule such as sand or an artificial granule such as resin is used. When the member is about to deform with apparent volume expansion, the particulate filler transmits this to the reinforcement to control the deformation. In addition to this, an inorganic material can also be used as the filler in order to obtain an effect of protecting the member from heat and the like.
In the seventh invention, along the outer periphery of the member, a reinforcing material having a high ductility and a high flexibility (extensive and having a very low bending / shear rigidity) is formed in a cylindrical shape or the like, and is formed inside the member. Fill with granular filler. Alternatively, a space is provided between the reinforcing member and the reinforcing member is formed in a cylindrical shape or the like, and a granular filler is filled between the reinforcing member and the member.
According to an eighth aspect of the present invention, a reinforcing material having a high ductility and a high flexibility is formed in a cylindrical shape outside the member, and the reinforcing material or the inside of the member is filled with a filler. Is the method.
The eighth invention is an invention relating to a reinforcing method or the like in the reinforcing structure for a structure according to the seventh invention.
A ninth invention is a seismic isolation structure characterized by installing a reinforcing material having high ductility and high flexibility around a base material constituting a member.
As the reinforcing material, for example, a fiber material, a rubber material, a metal sheet material, or a band material is used. As the filler, for example, a natural granule such as sand or an artificial granule such as resin is used. Inside the filler, the concrete member, and the steel member, a material that resists tension, such as a reinforcing bar, is disposed as necessary. Moreover, the filler which prevents a strength fall may be mixed in the inside of concrete. The horizontal cross section of the seismic isolation member according to the seismic isolation structure of the ninth invention is preferably circular.
In the ninth aspect of the invention, a reinforcing material having high ductility and high flexibility (extensive and extremely low bending / shear rigidity) is provided around a base material such as a granular filler, concrete, and steel. To do.
The seismic isolation effect can be obtained by installing the seismic isolation member in the layer of the structure, between the foundation of the structure and the frame, or on the foundation of the structure. When installing in the layer of structures, seismic isolation members are installed as pillars. Or it installs between the foundation of a structure, and a frame, ie, a superstructure. When installing on the foundation of a structure, install it with a normal pile (as a pile and seismic isolation member). Said seismic isolation member exhibits the seismic isolation effect with respect to the vibration of the structure in the three-dimensional directions up and down, right and left, and diagonal.
A tenth aspect of the invention is a seismic isolation method characterized by installing a reinforcing material having high ductility and high flexibility around a base material constituting a member.
The tenth invention is an invention relating to a seismic isolation method in the seismic isolation structure according to the ninth invention.
An eleventh invention is a reinforcing structure for a structure in which a reinforcing material having a high ductility and a high flexibility is installed on the outer peripheral surface of a member, wherein a plurality of the reinforcing materials are installed in multiples. This is a reinforcing structure.
The plurality of reinforcing materials are, for example, a plurality of reinforcing materials made of materials having different Young's moduli, a plurality of reinforcing materials that reinforce members with different mechanical mechanisms, and the like. These can be realized by changing the material, thickness, width, installation amount and the like of the reinforcing material. You may install further the protective reinforcement for protecting these reinforcements from the effect | action of a member or the external environment.
In the eleventh invention, a plurality of reinforcing materials having different characteristics are installed in multiple on the outer peripheral surface of the member. Each of the plurality of reinforcing materials has a different Young's modulus, a first reinforcing material that shares the stress acting on the member, a second reinforcing material that restrains the expansion of the apparent volume of the member, or the like. To do. Therefore, since any reinforcing material exerts a reinforcing effect according to the deformation amount of the member, it can cope with various stresses acting on the member. In addition, the reinforcement material for relieving the effect | action from a member and the external field can be further used as a some reinforcement material.
As the reinforcing material, a belt-like material made of a material having higher rigidity and strength than the polyester sheet, for example, a fiber material such as polyester is used. The belt-shaped reinforcing material is wound around the member in a spiral shape without a gap. Or you may install the reinforcing material which circulates a member in a multistage | stage at predetermined intervals. Moreover, you may install in the axial direction of a member without a clearance gap or predetermined intervals. The reinforcing material having high rigidity and strength directly bonded to the surface of the member with an adhesive exhibits a reinforcing effect continuously from a small range to a large range of deformation of the member.
In addition, a belt-like reinforcing material with high ductility and high flexibility (extensiveness and extremely low bending / shear rigidity) is directly bonded to the outer periphery of the member with an adhesive, so that it occurs in the member due to the tension of the reinforcing material. It is possible to suppress an increase in the width of the crack and control the shape change and damage of the member.
A twelfth invention is a method for reinforcing a structure in which a reinforcing material having high ductility and high flexibility is installed on an outer peripheral surface of a member, wherein the plurality of reinforcing materials are installed in multiples. This is a reinforcing method.
A twelfth invention is an invention relating to a reinforcing method in the reinforcing structure for a structure according to the eleventh invention.
A thirteenth aspect of the invention is a reinforcing structure for a structure that reinforces a plurality of members connected or integrated through joints, and a reinforcing material having high ductility and high flexibility is provided around the members. The reinforcing structure of the structure is characterized in that the reinforcing member is installed with the reinforcing material facing the joint.
The joint portion is a joint portion between a plurality of members, for example, a joint portion between a beam (first member) and a column (second member). In this case, the end portion of the sheet-like or belt-like reinforcing material having high ductility and high flexibility is bonded to the side surface of the beam, and the portion continuous to the end portion is bonded to the side surface of the column, so that the junction between the beam and the column Is covered with reinforcement.
The thickness, width, length and other dimensions of the reinforcing material are determined in consideration of the load acting on the joint. Furthermore, when another beam (third member) is joined to the other side surface of the column, the other end of the reinforcing material may be bonded to the side surface of the other beam.
In addition, a band-shaped reinforcing material having high ductility and high flexibility can be spirally wound around the member above and below the joint, and the band-shaped reinforcing material can be wound around the joint in a spiral manner. it can.
Moreover, you may wind a strip | belt-shaped reinforcement material on a reinforcement material. In this case, the belt-like reinforcing material and the reinforcing material are bonded so as to transmit each other's tension. Moreover, it can also be set as the structure which reinforces a member independently, without mutually bonding according to the performance requirement of the junction part reinforced. Moreover, a strip | belt-shaped reinforcement material may be repeatedly wound in multiple times.
In the thirteenth invention, the belt-like reinforcing material or the like having high ductility and high flexibility (extensive and extremely low bending / shear rigidity) is continuously wound around the entire surface of the member including the joint portion. In this case, the wire is wound spirally above and below the joint, or is wound around the joint.
A fourteenth aspect of the invention is a method of reinforcing a structure that reinforces a plurality of members connected or integrated through joints, and a reinforcing material having high ductility and high flexibility is provided around the members. The method of reinforcing a structure is characterized in that the joint portion is installed with the reinforcing material facing away.
The fourteenth invention is an invention relating to a reinforcing method in the reinforcing structure for a structure according to the thirteenth invention.
A fifteenth aspect of the invention is characterized in that a reinforcing material having high ductility and high flexibility is fixed on the outer periphery of a member, and the shape change of the member is controlled based on a gap width assumed to occur in the member. It is a reinforcing structure of the structure to be performed.
As described for the first invention, the required performance of the reinforcing material is the allowable value of the gap size (gap width, etc.) generated in the base material, the size of the section (fixing section) where the expansion of the reinforcing material can be ignored, It is possible to calculate based on the size of a section (free section) in which the reinforcing material extends. The required performance includes required strength, required Young's modulus, required amount (required installation range, required thickness, etc.), required fixing strength, and the like.
Therefore, the required performance of the reinforcing material is calculated based on the gap width assumed to occur in the member, and the shape change of the member is controlled by fixing the reinforcing material to the member so as to satisfy the required performance. be able to. Further, the reinforcing effect can be enhanced by installing the reinforcing material in the direction intersecting the gap assumed to be generated in the member.
In a sixteenth aspect of the invention, a reinforcing material having high ductility and high flexibility is fixed on the outer periphery of a member, and the shape change of the member is controlled based on a gap width assumed to occur in the member. This is a method of reinforcing a structure.
The sixteenth invention is an invention relating to a reinforcing method in the reinforcing structure for a structure according to the fifteenth invention.
A seventeenth aspect of the present invention is a reinforcing material characterized by being provided with high ductility and high flexibility by weaving, and is installed on the surface or inside of a member of a structure to reinforce the member.
In the seventeenth invention, the reinforcing material is imparted with high ductility and high flexibility by weaving or the like, and by installing the reinforcing material on the surface, inside, etc. of the member of the structure, the member, and by extension, the structure can be obtained. Reinforce. This reinforcing material can be used as a reinforcing material in the first to sixteenth inventions, a material constituting the seismic isolation member, or the like.
As shown in the experimental results and the like to be described later, with respect to the reinforcing structure and the reinforcing material for the reinforcing method described above, the tensile breaking strain is 10% or more, the bending deformation angle is 90 degrees or more, and the shear A reinforcing material having a deformation angle of 2 degrees or more is suitable.
According to an eighteenth aspect of the present invention, the Young's modulus in the limit state is imparted by heat setting or / and resin impregnation, and the Young's modulus in the limit state is greater than that immediately before breaking, and the member is installed on the surface or inside of the structural member to reinforce the member This is a reinforcing material.
In the eighteenth aspect of the invention, the reinforcing material is given a property that the Young's modulus in the limit state is larger than the Young's modulus just before breaking by heat setting, resin impregnation, etc., and the reinforcing material is applied to the surface of the structural member, By installing it in the interior, etc., the members and eventually the structure are reinforced. This reinforcing material can be used as the reinforcing material in the first to sixteenth inventions.
As shown in the experimental results to be described later, regarding the reinforcing material related to the reinforcing structure and the reinforcing method described above, in the case of a normal building, infrastructure facility, etc., in the limit state, In many cases, the reinforcing material strain is in a small value range, that is, 1% to 2%. Accordingly, it is suitable for the reinforcing material that the elongation strain in the limit state is a value within the range of 0.1% to 10%.
Further, when the reinforcing material is a fiber-based material or the like, the resin can be impregnated to increase the rigidity in a small strain range and to maintain the deformation performance up to a large strain range.
BEST MODE FOR CARRYING OUT THE INVENTION
Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings.
First, the first embodiment will be described. FIG. 1 is a perspective view of a member provided with a reinforcing material according to an embodiment of the present invention. FIG. 2 is a cross-sectional view taken along the line AA in FIG. FIG. 3 is a perspective view of a member on which a reinforcing material is installed, and illustrates geometric constraints.
As shown in FIGS. 1, 2, and 3, the member 1 includes a base material 3, a reinforcing material 5, and the like. The reinforcing material 5 is installed in a form that envelops a part of the surface of the base material 3 (see FIG. 1), or is installed in a form that closes a predetermined part (around) of the base material 3 (see FIG. 3). Or
The base material 3 is a material mainly constituting the member 1. The shape, material, and the like of the base material 3 are selected according to the required performance and function of the member 1. The base material 3 is a structural material such as reinforced concrete, a non-structural material such as a block or a brick, or a filling material such as sand or granular resin.
The reinforcing material 5 has a function of bearing the stress of the base material 3 across a fracture surface (hereinafter referred to as a gap) such as a crack or a crack generated in the base material 3 on the surface of the base material 3. The material of the reinforcing material 5 is desirably a material having both extensibility (high ductility and high flexibility), strength, and elasticity in order to exhibit the above functions. For example, a material such as polyester fiber fabric is used.
In the member 1, the reinforcing material 5 is fixed to the base material 3. That is, the reinforcing material 5 and the base material 3 are installed so as to be restrained from each other. There are roughly two types of restraint mechanisms. The first mechanism is an adhesion constraint, and the second mechanism is a geometric constraint.
For example, as shown in FIG. 2, the adhesive restraint that is the first mechanism is realized by bonding the reinforcing material 5 to the base material 3 with the adhesive 11. In this case, even after a section in which the adhesion is separated due to the occurrence of a gap (hereinafter referred to as a free section) occurs, the adhesion constraint can continue as long as there is a portion adhered in the periphery.
The adhesive 11 is, for example, a water-resistant one-component epoxy / urethane adhesive that exhibits a required adhesive strength in the installation environment of the member over the service period of the member. The adhesive 11 is applied to the boundary surface between the reinforcing material 5 and the base material 3.
Moreover, you may make it adhere | attach by apply | coating the adhesive agent 11 to the reinforcing material 5 on-site, and apply | coat the adhesive agent 11 to the reinforcing material 5 previously, and you may make it preserve | save until the time of adhesion | attachment. It is not necessary to have such an adhesive strength that the base material 3 or the reinforcing material 5 is broken leaving an adhesive layer when the adhesive is peeled off.
When realizing the adhesive restraint, the reinforcing material 5 is installed in a range (reinforcing material installation range 9) extending outward from the range of the member 1 to be reinforced (adhesive constraint effective range 7), as shown in FIG. . The effective bonding constraint range 7 is determined by the required performance and function of the member 1. The bonding constraint effective range 7 may be a part of the surface of the member 1. In this case, the reinforcing material 5 is installed so as to form a circumferential envelope surface of the member 1, that is, a surface that smoothly contacts from the outside.
For example, as shown in FIG. 3, the geometrical restraint that is the second mechanism is a form in which the reinforcing members 5 are bonded to each other and a predetermined portion (such as the periphery) of the base material 3 is closed. Realized by installing. In this case, the base material 3 and the reinforcing material 5 are connected in shape and restrained to each other.
That is, due to the deformation of the base material, the extension of the closed reinforcing material changes, and tension is generated in the reinforcing material. If the reinforcing material is installed along the curvature or corner angle of the base material, the tension causes frictional force, supporting pressure, etc. between the reinforcing material and the base material, and the base material and the reinforcing material against each other deformation. Engage with each other. As shown in FIG. 14, when the reinforcing material is bonded along the corner of the base material, the support pressure on the bonding surface is improved by the tension of the reinforcing material at the corner, and the bonding strength is increased. A shape-constraining effect can be expected.
The geometric constraint changes depending on the shape of the base material 3 and the relative positional relationship between the reinforcing material 5 and the base material 3, but can continue until the reinforcing material 5 breaks even if the base material 3 is crushed. On the other hand, the adhesion constraint disappears when the base material 3 is crushed and the adhesive strength falls below a predetermined value described later.
Next, quantification of the effect of the reinforcing material 5 (reinforcing effect model) will be described. FIG. 4 is a perspective view showing a part of the member 1 on which the reinforcing material 5 is installed, and shows a state in which the reinforcing material 5 elastically restrains the base material 3 in which the gap 13 is formed. The gap 13 is a crack or a crack generated in the base material 3. The gap width 15 (d) is the width of the gap 13.
When the member 1 is deformed, stress concentration occurs on the reinforcing material 5 near the gap 13 and the surface of the member 1, and the reinforcing material 5 is peeled off from the surface of the member 1. Hereinafter, this peeling area is referred to as a free section 19, and the length of the free section 19 related to the width 23 (Δw) portion of the reinforcing member 5 is referred to as a free length (a). In the region where the adhesion constraint or the shape constraint is realized, the reinforcing member 5 and the member are mutually restrained.
Hereinafter, this restraining area is referred to as a restraining section 21, and the length of the restraining section 21 relating to the width 23 (Δw) portion of the reinforcing member 5 is referred to as a restraining length (b). When the free section 19 occurs, the fixing length (s) decreases from the restraint length (b) by the free length (a). In this case, a shearing force 18 such as an adhesive force or a frictional force acts between the reinforcing material 5 and the base material 3 in the section (fixing section) of the fixing length (s = ba). Strictly speaking, the constrained region can be expanded as the free length increases, but in the following calculation, this is ignored as an approximation on the safe side.
The average of the shear stress 18 acting between the surface of the base material 3 and the non-peeled reinforcing material 5 with respect to the reinforcing material 5 in the portion of the width 23 (Δw) and the restraining section 21 (restraining length (b)) in FIG. Value τ_fThe tension 17 in the free section 19 of the reinforcing material 5 is q, and the Young's modulus is E._fThe thickness is t. Since the resultant force of the tension 17 and the shear stress 18 is balanced in the fixing section, the following relational expression is established. However, it was assumed that the reinforcing material was an elastic body, and the elongation of the fixing length portion was smaller than the elongation of the free section and was ignored.

Erasing a from Equation [1], dividing by tΔw, the tensile stress of the reinforcing material 5 is σ_fAs a result, the following relational expression is obtained.

σ_fFrom the real root condition, the gap width d is 0 (zero).

It turns out that it is between.
Two σ for a gap width d_fIf the larger value is realized, σ_fMaximum value of σ_fmax, Minimum value σ_fminIs as follows.

σ_fmaxIs the gap width d = 0, that is, the stress when the gap 13 is just formed on the surface of the member 1. σ_fminIndicates that the gap 13 is enlarged and the gap width d is d in the formula [3]._maxThis is the stress when the value becomes. From equations [1] and [3], σ_fminThen, the free length (a) is ½ of the constraint length (b). The gap width d is d_maxIf the value exceeds [1], equation [1] does not hold in terms of dynamics, and the free length (a) increases rapidly until it is constrained again by geometric constraints or the like.
Since it can be assumed that the change in the length L (hereinafter referred to as the circumferential length) L of the envelope (around the envelope surface) L of the member 1 is a change in the total value d of the gap width across this circumference, the circumferential strain φ and The following relational expression is established between the gap width total value d measured along the circumference. However, L₀Is the perimeter before the gap occurs.

If it is assumed that the reinforcing member 5 extends only in a free section (free length a) where the fixing between the reinforcing member 5 and the member 1 is separated, the reinforcing member 5 installed so as to form an envelope surface is provided. Paying attention to the amount of elongation, circumferential strain φ and reinforcement strain ε_fThe following relational expression is obtained.

Where a / L₀Is an index indicating the degree of restraint, and is hereinafter referred to as a restraint rate.
Reinforcement 5 tension 17 (σ_f) Is the strain (ε_f) And Young's modulus (E_f) Can be calculated as follows. However, when the Young's modulus of the reinforcing material changes depending on the strain, the secant Young's modulus is used.

Assuming that the member 1 can be approximated by a granular material after being pulverized by repeated load action, the following relational expression is established. Where B is the distance between reinforcing members (cross-sectional width), σ₃Is the restraining pressure of the granular material.

In Equation [8], the principal stress σ of the granular material₁And restraint pressure σ₃Applying this relationship yields the following relational expression. Where ψ is the internal friction angle.

Principal stress σ₁In the axial compression state, it can be approximated that the compression force is divided by the pressure receiving cross-sectional area. However, when a shearing force is applied, it is necessary to calculate including this effect.
Expressions [3] to [7] or [9] give the relationship between the tension of the reinforcing material, the deformation accompanying the gap of the member, and the fixing force. Furthermore, since the deformation accompanied by the gap is considered to represent the degree of damage to the base material, a relationship between the base material damage and the tension (or strain) of the reinforcing material can be obtained.
In the above model, the type of the gap 13 is not selected. That is, this model can be applied to the gap 13 of any factor of mechanical factors such as bending and shearing and material factors such as temperature, drying, expansion and deterioration. According to this model, in particular, when the reinforcing material 5 is installed in a direction crossing the gap 13 (shear crack, shear fracture surface, etc.) caused by shearing, it is possible to elastically restrain the periphery of the gap 13. Thus, the shear deformation can be controlled to a finite value, and the toughness of the member 1 can be maintained.
In the above model, the type of the base material 3 is not selected. The base material 3 may be a reinforced concrete, a steel reinforced concrete, a steel frame, a brick, a block, a gypsum board, a precast concrete product, a construction material such as wood, stone, sand, resin, etc., and an existing structural member, non-structural member, new It may be a material installed in
Further, the installation range of the reinforcing material 5 (reinforcing material installation range 9) may be a range wider than the region (adhesive constraint effective range 7) corresponding to the constraint section 21 (restraint length (b)) related to the crack or gap 13. Part of the surface of the member 1 may be used. When FIG. 1 is referred, the area | region of the adhesion restraint effective range 7 becomes an effective range among the reinforcing material installation ranges 9.
In addition, according to Formula [3] and Formula [4], the reinforcement effect increases in proportion to the adhesive strength formally, but when the adhesive strength approaches the full strength of the base material 3 and the reinforcing material 5, Before the free length (a) occurs, the base material 3 or the reinforcing material 5 is locally broken and the reinforcing effect disappears, so that the adhesive strength is such that the base material 3 and the reinforcing material 5 do not break in the above process. It is necessary to suppress to the strength of.
Further, in order to realize the above-described model, it is necessary that the reinforcing material 5 does not break due to the generation of the gap 13 in the member 1 and the expansion of the stress due to the crack or the stress in the vicinity of the gap 13 or the corner of the member 1. Therefore, extensibility (large breaking strain) is required for the reinforcing material 5. Therefore, a material having a large elastic modulus and breaking strength, such as carbon fiber and aramid fiber, but having a small breaking strain is not suitable as a reinforcing material or the like in the first embodiment and other embodiments described later.
Also, even after the adhesive layer between the base material and the reinforcing material is partially destroyed, it is a condition that the reinforcing material exhibits its performance, so carbon fiber etc. is hardened with resin and there is no floating or wrinkles on the surface of the base material The continuous fiber reinforcing material whose performance is defined on the premise of a structure bonded in a state is not suitable for the reinforcing material of the first embodiment and other embodiments described later.
Furthermore, in order to exert a control effect on the opening and closing of the gap 13 due to repeated alternating loads, the reinforcing material 5 needs to have elasticity.
Next, quantification of the performance of the member 1 (member performance model) will be described. By adding a reinforcing effect to the performance of the base material, the mechanical performance, durability, etc. of the member can be quantified. In the following description, a case where the base material 3 of the member 1 is a rod-shaped member made of reinforced concrete, the base material 3 is reinforced by the reinforcing material 5 and repeatedly subjected to shear will be described as an example.
As described above with respect to the reinforcing effect model, after the shearing force is repeatedly applied to the member 1 and the shearing gap is generated, the shearing force is transmitted through the reinforcing material 5 across the gap and bending deformation occurs. And toughness can be maintained. The reaction force of the reinforcing material 5 is σ in equation [4]._fminUp to this point, it can be borne by the above-mentioned adhesion constraint, but thereafter, it is borne by the above-mentioned geometric constraint.
Further, when the base material 3 breaks down due to the work of repeated load action, and the mechanical properties of the member 1 can be approximated as granular bodies (such as dense sand) whose surface is covered with an elastic body, the shear strength is increased. It increases with increasing deformation. Accordingly, as will be described later with reference to FIGS. 5 and 12, the shear load deformation relationship has two extreme values.
FIG. 5 is a diagram schematically showing the relationship between the aforementioned load and deformation. The horizontal axis represents the deformation (deformation angle) of the member 1, and the horizontal axis represents the load acting on the member 1. The shape of the graph 25 is Q_max1, ΑQ_max, Q_mid, Q_min, Q_max2, R₁~ R₅Are described by 10 parameters. Q_max1Is the initial maximum load value, αQ_maxIs the load in the limit state (design final state, etc.), Q_minIs the minimum load value, Q_midIs the load that releases the bond constraint and moves to the geometric constraint._max2Is a load at which the reinforcing member 5 breaks or the deformation of the member 1 reaches an extreme and cannot be loaded. R₁~ R₅Respectively, Q_max1, ΑQ_max, Q_mid, Q_min, Q_max2Corresponding to In addition, limit point 27 (Q_min, R₄) Is a limit point at which the member 1 starts to behave as a granular material by being crushed by a load.
FIG. 6 is a diagram showing the relationship between circumferential strain and deformation in the member 1. The horizontal axis indicates the deformation (deformation angle) of the member 1, and the horizontal axis indicates the circumferential strain of the member 1. The apparent volume change of the member 1, that is, the volume change related to the envelope surface is expressed by circumferential strain (peripheral strain in the cross section perpendicular to the axis of the member 1) and axial strain (axial strain of the member 1). The circumferential strain φ changes as shown in the graph 29 in response to the change in the relationship between the load and deformation shown in FIG.
(R in FIG.₁, Φ₁), (R₂, Φ₂), (R₃, Φ₃), (R₄, Φ₄), (R₅, Φ₅) In FIG.₁, Q_max1), (R_2,αQ_max), (R₃, Q_mid), (R₄, Q_min), (R₅, Q_max2).
Circumferential strain is R₃Until the free section 19 expands gradually until the bond is released and R₃To R₄In the range of R, it is almost constant due to geometric constraints, and R₄If it exceeds, the member 1 will increase again because it shakes as a granular material. The axial strain also changes in the same way as the circumferential strain.
Next, the verification result by experiment will be described. In addition, although a member demonstrates as a pillar etc., a member is not restricted to a pillar.
FIG. 7 shows that the part of the width 31 (H) of the member 31 reinforced by the reinforcing member 37 is divided into the member piece 33 and the member piece 35 by the structural gap 41 (gap width 43 (d)). The state which received the effect | action of the shearing force 45 (Q) is shown. The reinforcing member 37 is installed so as to form an envelope surface in the circumferential direction of the member 31, that is, a surface that smoothly contacts from the outside. The shear force 45 is transmitted between the member piece 33 and the member piece 35 via the reinforcing member 37 in each cross section.
FIG. 8 is a perspective view of an axially perpendicular section (thickness 47 (ΔH)) of the member of FIG. The member 31 (the member piece 33 and the member piece 35) and the reinforcing member 37 have a shearing force and a reinforcing member tensile stress 51 (σ_f), Tension of concrete, rebar, etc. 53 (σ_cs) Etc. act. Among the shear forces, the shear force transmitted from the upper surface of the member piece 33 to the lower surface of the member piece 35 via the reinforcing member 37 is transmitted shear force 49 (ΔQ_f). Although not shown, a reverse shear force having the same magnitude as the transmission shear force is transmitted from the upper surface of the member piece 35 to the lower surface of the member piece 33.
Hereinafter, for the sake of simplicity without losing generality, the tension 53 (σ_cs) Etc. is 0 (zero), the difference in shearing force between the upper and lower surfaces of the member piece 33 is the transmission shearing force 49 (ΔQ)._f) The same applies to the member piece 35.
Assuming that the thickness 47 (ΔH) is infinitesimal, the object force and the moment having the length in the thickness direction as an arm are ignored. For the sake of simplicity, it is assumed that there is no distributed load, and that the reinforcing member 37 only takes the tensile stress 51. Further, the transmission shear force 49 (ΔQ_f) Is the tensile stress 51 (σ of front and back) with respect to the reinforcing member 37._f) Are assumed to be equal, and ΔQ / ΔH is constant, the following relationship holds from the balance equation.

Where t is the thickness of the reinforcing material 37, Q_fIs a value obtained by subtracting what is transmitted by concrete, reinforcing bars, etc. from the shearing force 45 (Q). The Young's modulus of the reinforcing material 37 is E_fIf so, reinforcement material strain ε_fIs expressed by the following equation.

Next, the result of the experiment which concerns on the effect of the above-mentioned reinforcement material and the performance of the member in which the reinforcement material was installed is shown. The experiment was conducted on RC columns (SRF reinforced model columns) on which the above-mentioned reinforcing materials were installed and unreinforced RC columns (unreinforced model columns) (SRF: Soft Retrofitting for Failure). )). The outline of the experiment is shown below.
○ Restrain the rotation of the column head and column base, and apply axial force and repeated shear force.
○ Apply horizontal force to the stigma through a rigid frame with a loading point in the middle of the column.
○ With displacement control, deformation angles 1/4 to 4 are each twice positive and negative, followed by 6, 8, 16, 24, 32, 48, and 64 once positive and negative, and finally the limit of the force device Add 200/900.
The experiment was conducted on 14 cases with respect to the variable axial force and the constant axial force. Of these, the performance of the above-mentioned SRF reinforcing material is quantitatively evaluated using the results of 9 cases related to the constant axial force.
FIG. 62 is a diagram showing the specifications of the specimen (experimental specifications), load conditions, experimental values, SRF reinforcement effects, etc., for nine cases related to constant axial force.
FIG. 10 is a diagram showing the relationship between the horizontal load and deformation (restoring force characteristics) for the unreinforced model column (case 8). The horizontal axis represents deformation (δ (mm)), and the vertical axis represents horizontal load (Q (kN)). At a deformation angle of 0.6% (1/166), the maximum load is 237 kN (Q_max) And the cycle exceeding the deformation angle of 1.5%, the unreinforced model column could no longer support the axial force (η = 0.3).
FIG. 11 is a diagram showing the relationship between the horizontal load and deformation (restoring force characteristics) for the SRF reinforced model column (case 9). The horizontal axis represents deformation (δ (mm)), and the vertical axis represents horizontal load (Q (kN)). The reinforcement was performed by adhering a reinforcing material of polyester fabric having a thickness (t) of 4 mm around the model column member. The physical properties of the reinforcing material are as shown in FIG. The adhesive strength is about 1 MPa.
At a deformation angle of 0.9%, the maximum horizontal load is 258 kN (Q_max) And the horizontal load is 80% (0.8Q) of the maximum horizontal load until the deformation angle exceeds 4.0%._max) Keep the above. 0.8Q_maxIs assumed to be in the designed final state, the ultimate toughness ratio (μ) is μ = 6. In the subsequent loading cycle, the peak load gradually decreases, but becomes a minimum (peak weight minimum point 61) at 64/400, and in the next cycle, the peak load increases.
FIG. 12 is a diagram showing the relationship between the positive horizontal load peak value and the deformation for each force cycle for the nine cases related to the constant axial force shown in FIG. 62. The horizontal axis indicates the deformation angle (R (%)), and the vertical axis indicates the maximum horizontal load (peak load) in the positive direction for each force cycle. The numbers in the figure are the case numbers shown in FIG.
Referring to FIG. 11, in all the reinforced cases (cases 2, 3, 5, 9, 13), the maximum point (maximum value Q_max), Minimum point (minimum value Q_min), Apparent slope change point (peak weighting Q at change point)_mid) Is allowed. For example, in case 9, a maximum point 63, a minimum value 65, and a gradient change point 67 are recognized. Case 2 is a case with a small amount of reinforcement, and R is smaller than other cases.₄(Deformation angle at the minimum point) is small.
For these cases, Q is based on the local maxima, minima, and slope change points described above._mid/ Q_max, Q_min/ Q_maxWas calculated and shown in FIG. Q_mid/ Q_maxSubstantially agrees with the theoretical value 0.5 of equation [4]. Q_minQ_midOnly about 10%. This supports the validity of the above-described quantification of the effect of the reinforcing material (reinforcing effect model).
FIG. 13 is a diagram showing the relationship between the member circumferential elongation strain and deformation. The horizontal axis represents the deformation angle (R (%)), and the vertical axis represents the member circumferential elongation strain (φ (%)). Measurements were taken along five survey lines provided at equal intervals around the test body, but each survey line extended almost uniformly, and the results supporting the validity of equation [10] were obtained. Therefore, FIG. 13 was created by plotting the average values.
Referring to FIGS. 12 and 13, it can be seen that the change in the peak load and the change in the circumferential strain for each cycle have an extremely high correlation as in FIGS. 5 and 6 schematically shown above. . That is, the shearing force after the maximum load Qmax is almost borne by the reinforcing material by the mechanism described above with reference to FIGS.
As described above, the design calculation can be performed by the quantification model of the effect of reinforcement described so far, the quantification model of the performance of the member provided with the reinforcing material, and the like.
Next, the final design state is set to 0.8Q for comparison._maxThe index (reinforcing efficiency) K representing the reinforcing effect defined by the formula [12] was calculated by the method of the Japan Society of Civil Engineers.

Here, S is the shear strength after reinforcement, and S_cAnd S_sAre the shear strengths calculated from the concrete reinforcement, shear reinforcement, etc._s(A_f, F_fud) Reinforcement cross section A_fAnd reinforcement strength f_fudIs replaced with the value in the SRF reinforcement. FIG. 62 shows the calculated K (reinforcing efficiency).
In addition, the design strength of the reinforcing material σ_fdWas calculated backwards. FIG. 62 shows this design strength σ._fdSRF reinforcement rupture strength of σ_fmaxRatio (reinforcing efficiency: σ_fd/ Σ_fmax)It is shown. In the above calculation, the shear strength S after reinforcement was calculated by obtaining the shear margin from the toughness rate. The yield deformation angle was assumed to be 1/250 in all cases.
The reinforcement efficiency is determined by both methods (K, σ_fd/ Σ_fmax), In the case of Fc = 13.5 MPa, the values are approximately the same and about 0.2. Further, in the case of Fc = 18 MPa, a tendency for the value to increase is recognized, and in particular, the latter method (σ_fd/ Σ_fmax), This tendency is remarkable. This is considered to be because the reinforcing effect is evaluated as the square root of the reinforcing amount. Incidentally, regarding the reinforcement efficiency K, experimental values of about 0.8 to 1.0 for carbon fibers and about 0.4 for aramid fibers have been reported.
In the case of this experiment, a value smaller than the above-described conventional construction method and the reinforcing bar (which is 1.0) of about 0.2 is obtained, but this is a material difference that the Young's modulus of the reinforcing material is low. , As well as methodological and structural differences that are accompanied by separation and displacement between the reinforcing material and the base material.
At the end of design (0.8Q_maxFIG. 62 shows the result of calculation of the value of the peripheral strain, etc.) from the measured value of the peripheral length.₂) Is between 0.2% and 0.4%, and the level of damage inside the member can be said to be equivalent to the level of conventional methods such as carbon fiber reinforcement.
Measured shear load (Q) to reinforcement strain (ε_f) (See equation [11]) and this reinforcement strain (ε_f) And the measured circumferential strain (φ), the constraint rate (a / L₀) Was calculated (see equation [6]). FIG. 62 shows this constraint rate (a / L₀)It is shown. Restraint rate (a / L₀) Is the free length (a) and circumference (L₀).
In this experimental example, the test body receives a shearing force from one direction. Therefore, when a gap is generated in a plane parallel to the direction of the shearing force and the adhesion constraint is completely eliminated and the shape constraint is started, if the inner surface of the entire circumference resists a square cross section, the constraint rate (A / L₀) Is theoretically 0.5.
Referring to FIG. 62, in cases 3 and 5, the restraint rate (a / L₀) <0.5, and in cases 9 and 13, the restraint rate (a / L₀)> 0.5. Therefore, the deformation angle R at the end of the design₂In cases 3 and 5 with 1 to 2%, the adhesion constraint is still effective, but the deformation angle R₂However, in cases 9 and 13 with 4 to 6%, it can be said that the adhesive restraint is eliminated and the shape restraint is completely transferred.
As discussed above, the effectiveness of the model related to the effect of the reinforcing material described above (reinforcement effect model) and the model related to the performance of the member on which the reinforcing material is installed (member performance model) has been demonstrated. . The above numerical values are experimental values, and when actually used for design, it is necessary to use a safety factor in consideration of variation.
Hereinafter, a method for determining the material, thickness, installation range and the like of the reinforcing material of the present invention (designing the reinforcing material) will be described.
FIGS. 58 and 59 are flowcharts for designing the amount of reinforcement when a member is reinforced by the method of the present invention. A method of determining the reinforcement specifications will be described with reference to the flowcharts of FIGS.
As shown in FIG. 58, first, limit conditions such as the weight, shape and function of the structure are determined (step 301). At the same time, the amplitude, period, duration, and energy of the sudden external force acting on the structure are determined (step 302). Furthermore, a part to be borne by the base material such as a reinforcing bar or concrete is determined among the sudden external forces acting on the structure (step 303).
Next, when determining a member specification (a), such as when a structure or a member is newly installed, the member specification is determined in consideration of the determination items from step 301 to step 303 (step 304). The member specifications can be determined using a normal structural design calculation method or other reinforcement guidelines.
Next, a normal load such as its own weight to be borne by this method and a sudden external force are determined (step 305). That is, the type, nature and magnitude (amplitude, period, duration, energy) of the sudden external force borne by the method, structure, and material of the present invention are determined. This is determined from the energy of the sudden external force that the structure is supposed to receive during the lifetime determined in Step 301, and the energy of the sudden external force that can be withstand other than reinforcement by the method of the present invention (determined in Step 303. It is also possible to exclude parts that are borne by the base material). Therefore, when considering using the reinforcement of the present invention in the structural design at the time of new installation, the material of the member and the member specifications can be saved in consideration of this reinforcement.
In the case where the member specifications are not determined (b), such as when an existing structure or member is reinforced with a reinforcing material, the contents of step 305 are determined from the items determined in steps 302 and 303. In this case as well, it can be determined that the sudden external force that the structure is expected to receive during its useful life is excluded from the sudden external force that can be withstood other than reinforcement by the method of the present invention.
Next, the amplitude and energy of the sectional force acting on the member are calculated (step 306). That is, based on the type, nature and magnitude of the sudden external force determined in step 302, the cross-sectional force (shearing force, axial force, bending moment, etc.) acting on the reinforced member and other members, and the member Calculate the amplitude and magnitude of deformation (shear strain, axial strain, bending strain, etc.). At the same time, the displacement amplitude and vibration energy due to the sudden external force of the entire structure are calculated (step 307).
Strictly speaking, step 306 and step 307 are calculated by performing structural analysis calculations such as a finite element method and a frame analysis method in consideration of the restoring force characteristics of the reinforced member and other members as shown in FIG. it can. As a simplified method, as is done in normal structural design, the structural system can be simplified and an assumption such as an energy rule can be provided. Except for the fact that the target deformation range is wide compared to the conventional calculation, it can be performed in the same manner as the structural design of a member having a clear restoring force characteristic.
Next, the relationship between the reinforcement amount of the reinforced member, the restoring force characteristic, and the axial strain is determined (step 308). The contents of step 308 are determined by the calculations of steps 306 and 307. At this time, generally, as indicated by a broken line in FIG. 59, feedback between step 306 and step 307 is required via steps 310 to 308.
Then, limit conditions such as function, usability and repairability after sudden external force action such as earthquake of the structure are determined (step 309), and the displacement amplitude and vibration energy of the structure calculated in this and step 307 are determined. Are compared to determine the reinforcement specifications (step 310).
That is, the deformation of the structure calculated in Steps 306 to 308 and the allowable deformation amount determined in Step 309 from the condition of using the structure after the sudden external force such as an earthquake is applied. To determine the specifications for reinforcement. At this time, limit conditions such as the weight, shape, and function of the structure determined in step 301 are also taken into consideration.
With regard to a large earthquake or the like, the allowable deformation can be greatly increased as long as it does not have to collapse in step 309. On the other hand, if there is a risk of derailment or the like if the deformation is large even immediately after a major earthquake, such as a viaduct on a Shinkansen, the amount of reinforcement is determined in consideration of this.
Further, when the final design state is given by the load bearing force (strength) corresponding to a predetermined deformation angle of the member, the reinforcing material can be designed by the following procedure.
<1> Expected shear strength Q for members in the final design state_uQ to share with reinforcements_fuTo decide.
<2> Total value d of the gap width on the circumference of the member indicating the damage allowed to the member_uReinforcement material strain ε_fuConvert to.
<3> Q_fuAnd ε_fuAnd stress distribution inside the member, Young's modulus E of the reinforcing material_fFrom this, the amount of reinforcement (thickness t) is calculated.
In the above-described process <1> to process <3>, formula [5] to formula [11] or a formula obtained by changing these in accordance with the conditions of the member can be used. However, locally, the reinforcing material strain ε shown in Equation [11] is applied to the reinforcing material._fTherefore, it is necessary to use a sufficient safety factor against the fracture strain in the reinforcement design. Q_fIn this calculation, the shearing force transmitted by the base material (shearing force transmitted by concrete, reinforcing bars, etc.) may be subtracted, but these subtractions may be set to 0 (zero) on the safe side.
Further, the load bearing force of the member after the member exceeds the design final state can be calculated by the equations [8] and [9]. However, in the actual design, as has been conventionally done in the design of reinforced concrete members, the relationship between the member performance and the amount of reinforcement is confirmed by experiments as necessary.
In addition, Formula [5]-Formula [11] are materialized, even if a base material is not structural members, such as reinforced concrete. Therefore, a structural member can be created using a material such as a brick, a block, or the like that has been conventionally considered as a non-structural material as a base material.
However, when the rigidity of the base material is smaller than that of the reinforcing material, the deformation that occurs in the base material becomes large before the reinforcing effect is obtained. Therefore, a calculation that takes this into consideration is necessary, and the design is more complicated than the above description. become. Therefore, when selecting the material of the reinforcing material, it is desirable to select a material whose Young's modulus is smaller than the base material. However, if the Young's modulus is too low, the thickness necessary to obtain the required reinforcing effect increases as shown in the equations [1], [3], and [11]. It is desirable to select a material having a Young's modulus of about 1/5 to 1/10.
The larger the Young's modulus of the reinforcing material in the final design state, the better the bond restraining mechanism is exhibited up to a large gap, and the deformation (circumferential strain) of the base material can be reduced. The deformation (circumferential strain) of the base material in this case is quantified by the equations [3] and [11].
FIG. 9 is a diagram showing the stress-strain relationship of the reinforcing material. The horizontal axis shows the strain (ε) of the reinforcing material, and the vertical axis shows the stress (σ of the reinforcing material)._f). As described above, the reinforcing material is required to have extensibility (large breaking strain). Therefore, it is desirable to design a reinforcing material or the like in consideration of a stress-strain relationship graph as shown in FIG.
That is, on the stress-strain relationship graph 55 of FIG. 9, the strain ε of the reinforcing material in the final design state 57 of the member._fuStress σ_fuRatio 59 (σ_fu/ Ε_fu) Young's modulus E at the end of reinforcement design_fThis Young's modulus E_f, Fracture strain ε of reinforcement_max, Breaking stress (strength) σ_maxIt is desirable to use for design of reinforcing materials.
The reinforcing material is selected so as to satisfy the required performance of the member with reference to the equations [1] to [9]. When a polyester fabric or the like is used as a reinforcing material, after heating and applying tension, cooling with applying the tension (heat setting treatment) or applying a treatment such as impregnation with resin (resin impregnation treatment)_fΣ_fu/ Ε_fuCan be larger. Therefore, by applying the above-described treatment or the like to the reinforcing material, the efficiency (reinforcing effect per unit thickness) as the reinforcing material can be increased and the material cost can be saved as compared with the case where the treatment is not performed.
Next, the member which concerns on 1st Embodiment is demonstrated. As an example of the member according to the first embodiment, a column with a wall is taken up. FIG. 14 is a perspective view of a walled column on which a reinforcing material is installed. The walled pillar is composed of a pillar 71 and a wall 73. The reinforcing material 75 circulates around the column 71 and is installed in the reinforcing material installation range 79 by bonding. The reinforcing material installation range 79 is a range of an area wider than the adhesion constraint effective range 77. The adhesion constraint effective range 77 is a range corresponding to a predetermined constraint length (b). A hole or the like penetrating the wall 73 for installing the reinforcing member 75 is not provided.
For adhesion, epoxy-urethane one-component adhesive (adhesive strength τ_f= 1 MPa). The reinforcing material 75 includes a polyester sheet material (Young's modulus E_f= 2100 MPa, thickness t = 2 mm).
For a shearing force in the X direction, assuming that a gap is generated on a plane parallel to the X direction, the total gap width (d) measured along the circumference parallel to the X axis is 2 mm. The length (b) is calculated as b = 183 mm from the equation [3]. If the safety factor is 2, the design constraint length (b_d) Is about 40 cm.
FIG. 15 is a sectional view of the walled column 69 of FIG. Design constraint length (b_d) Corresponds to the bonding constraint effective range 77 of FIGS. 14 and 15.
The shear strength of the walled column 69 can be obtained by substituting the dimension of the column 71, the strength of the reinforcing material 75, the strength of the adhesive, and the like into the equations [4] and [10]. Since the reinforcing effect and the shape constraint limit are different from those in the case where the reinforcing material circulates completely, it is desirable to confirm it by experiments or the like as necessary.
In addition, the restoring force characteristics in a state where the design ultimate state is exceeded, the walled column 69 is crushed, the adhesive constraint is completely eliminated, and the shape constraint is transferred can be calculated by the equations [8] and [9]. It is.
In this case, the stress σ of the reinforcing material 75_fIs transmitted in the base material at the joint portion between the column 71 and the wall 73, and therefore, the limit ((Q_max2, R₅): FIG. 5) is determined by the smaller one of the strength of the reinforcing material 75 and the strength of the base material of the part. However, even if a hole or the like is made in the walled pillar 69 and the reinforcing material 75 is not penetrated, this limit (Q_max2, R₅Until then, the geometrical constraints can be sustained.
FIG. 16 is a sectional view of the walled column 69 of FIG. The reinforcing material 75 installed around the column 71 opens at the joint surface between the column 71 and the wall 73, but the portion of the column 71 in the opening section 83 is restrained by the wall 73 on which the reinforcing material 75 is installed. Is done. As a result, the entire periphery of the pillar 71 is restrained by the reinforcing material 75 and the wall 73 on which the reinforcing material 75 is installed. In this case, the geometric constraint is realized in the geometric constraint effective range 81.
Moreover, even if a reinforcing material is installed only on one surface of a member such as a wall, a predetermined reinforcing effect can be obtained. In addition, two precast concrete boards, etc. are installed in parallel in the shape of a wall between existing pillars, concrete is placed between them, or sand is filled, and a reinforcing material is installed around it to make a seismic wall. Can do.
As described above, in the first embodiment, the member is reinforced by attaching a reinforcing material having a predetermined rigidity and extensibility to a part of the surface to be reinforced such as the member by bonding or the like. It is possible to reinforce a member of any shape with or uneven. Moreover, it is not necessary to provide a hole or the like for installing the reinforcing material in the member to be reinforced. Therefore, it is possible to produce a structural member excellent in toughness and load bearing capacity and to reinforce the structural member quickly and easily at low cost.
In addition, the above-mentioned reinforcement effect model, member performance model, etc. can be used to quantify and evaluate the reinforcement effect by the reinforcing material and the performance of the member on which the reinforcing material is installed. It is possible to select and design a proper reinforcing material.
In addition, as shown in the above-mentioned reinforcement effect model, member performance model, etc., the reinforcement material and adhesive in the first embodiment are selected according to the material, type, existing, new installation, etc. of the member. Is possible. Therefore, reduce the labor burden, cost burden, etc. related to the creation of members with the prescribed performance, the creation and installation of the reinforcing material with the prescribed reinforcement effect and seismic isolation effect, and the construction period, etc. Can do.
Also in the embodiment described below, the reinforcing structure, the reinforcing method, the reinforcing material, and the like in the above-described first embodiment can be used.
Next, a second embodiment of the present invention will be described in detail. FIG. 17 shows a perspective view of a member to be reinforced. The member to be reinforced is such that the flat member 103 is joined to both ends of the square member 101. For example, the square member 101 is a column and the flat member 103 is a walled column. A slit 105 penetrating the flat member 103 is provided in the vicinity of the joint between the square member 101 and the flat member 103 in order to deal with surface irregularities formed between the square member 101 and the flat member 103.
18 and 19 show the AA cross-sectional view of FIG. 17 after reinforcement. First, the reinforcement shown in FIG. 18 will be described. In FIG. 18, the square member 101 is reinforced by using sheet-like reinforcing materials 107a, 107b, 107c, an adhesive 109, and an adhesive 111 having a length of about three-quarters of the circumference of the square member 101. Is done.
The reinforcing material 107a is installed from both sides of the side surface 108a through the slit 105, and covers the surface of about three-quarters of the circumference of the square member 101. Both ends of the reinforcing material 107 a are temporarily attached to the square member 101 with an adhesive 111. The reinforcing material 107b is installed through the slit 105 at both ends from the side surface 108b side. The reinforcing material 107b covers the remaining surface of the square member 101, that is, the side surface 108b, and both ends thereof are placed on the outside of the reinforcing material 107a. Both ends of the reinforcing material 107 b are bonded to the reinforcing material 107 a with an adhesive 109.
The reinforcing material 107c is installed through the slit 105 at both ends from the side surface 108a so as to overlap the reinforcing material 107a. Both ends of the reinforcing material 107 c are placed on the outside of the reinforcing material 107 b and are bonded to the reinforcing material 107 b with an adhesive 109.
Next, the reinforcement shown in FIG. 19 will be described. In FIG. 19, the square member 101 is a sheet-like reinforcing material 113 a having a length slightly less than about 1 times the circumferential length of the square member 101, and a length slightly more than about 1 times the circumferential length of the square member 101. It is reinforced using a sheet-like reinforcing material 113b having adhesive, an adhesive 109, and an adhesive 111.
The reinforcing member 113a is wound around almost the entire surface of the square member 101 through the slit 105 so that one end is at the corner of the side surface 114b and the other end is at the surface of the side surface 114b. One end of the reinforcing material 113a is temporarily attached to the surface of the side surface 114b using an adhesive 111.
The reinforcing material 113b is wound around the outside of the reinforcing material 113a in a cylindrical shape through the slit 105 so that both ends are on the side surface 114a side of the square member 101. The reinforcing material 113b is bonded to the reinforcing material 113a using the adhesive 109 at a position overlapping the adhesive 111. One end of the reinforcing material 113b is bonded to the vicinity of the other end of the reinforcing material 113b using an adhesive 109.
Reinforcing materials 107a, 107b, and 107c shown in FIG. 18 and reinforcing materials 113a and 113b shown in FIG. 19 are, for example, fiber-based, rubber-based, and other extensible sheet materials. The adhesive 111 is used to temporarily attach the reinforcing members 107a and 113a to the square member 101, and is devised so as not to be excessively bonded. The adhesive 109 is made of a material that allows the reinforcing materials 107a, 107b, and 107c and the reinforcing materials 113a and 113b to sufficiently transmit tension to each other.
As described above, in the second embodiment, the slit 105 is provided at the joint portion between the adjacent square member 101 and the flat member 103 and the reinforcing material is passed through to transmit the tension in the circumferential direction of the square member 101. And enhance the reinforcement effect. In FIG. 17, the slit 105 is provided in the vicinity of the joint portion of the plurality of joined members. However, it is possible to install a reinforcing material assuming that the gap between the plurality of adjacent members corresponds to the slit 105. Further, the reinforcing method of the second embodiment is not limited to the joint portion or the adjacent portion of the square member 101 and the flat member 103, and can be used for a member having an arbitrary shape with undulations or irregularities. Further, a polyester belt which is a belt-like reinforcing material as shown in FIG. 40 can be used as an alternative to the sheet-like reinforcing material.
Next, a third embodiment will be described. FIG. 20 shows a perspective view of a member to be reinforced. In the third embodiment, the same members as those in the second embodiment are reinforced by different methods. A plurality of holes 125 penetrating the flat member 123 are provided at predetermined intervals in the vicinity of the joint portion between the square member 121 corresponding to the square member 101 of the second embodiment and the flat member 123 corresponding to the flat member 103. Provided.
21 is a plan view of the connecting reinforcing member 115, FIG. 22 is a cross-sectional view taken along the line BB in FIG. 20 after reinforcement, and FIG. 23 is a cross-sectional view taken along the line BB in FIG. FIG. As shown in FIG. 21, the connection reinforcing material has adhesive surfaces 117 at both ends of the band-shaped connecting portion 119. The adhesive surface 117 is obtained by amplifying the end portion of the connecting portion 119.
First, the reinforcement shown in FIG. 22 will be described. In FIG. 22, the square member 121 is reinforced using a plurality of connection reinforcing materials 115, two sheet-shaped reinforcing materials 127, an adhesive 109, and an adhesive 111.
The plurality of connection reinforcing members 115 are respectively passed through the plurality of holes 125 on both sides of the square member 121 in a state where the bonding surface 117 is rounded with the connecting portion 119 as an axis. Then, the bonding surface 117 is widened when the connecting portion 119 reaches the position of the hole 125. The bonding surface 117 of the connection reinforcing material 115 is temporarily attached to the square member 121 using the adhesive 111.
The two reinforcing members 127 are installed so as to cover the side surface 128 that is not adjacent to the flat member 123 among the side surfaces of the square member 121. Both ends of the reinforcing material 127 are placed on the outside of the adhesive surface 117 of the connecting reinforcing material 115. Both ends of the reinforcing member 127 are bonded to the bonding surface 117 of the connecting reinforcing member 115 using the adhesive 109.
Next, the reinforcement shown in FIG. 23 will be described. In FIG. 23, the square member 121 and the flat member 123 are reinforced using a plurality of connection reinforcing materials 115, two sheet-shaped reinforcing materials 129, and an adhesive 109. As in the case of reinforcement shown in FIG. 22, the connection reinforcing material 115 is passed through the holes 125 on both sides of the square member 121 in a state where the bonding surface 117 is rounded with the connecting portion 119 as an axis. Then, the bonding surface 117 is widened when the connecting portion 119 reaches the position of the hole 125. The bonding surface 117 of the connection reinforcing material 115 is temporarily attached to the square member 121 using the adhesive 111.
The reinforcing material 129 is installed so as to continuously cover the side surface 130 a of the square member 121 and the side surface 130 b of the flat member 123. The reinforcing material 129 is bonded to the connecting reinforcing material 115 using the adhesive 109 at a position overlapping the bonding surface 117 of the connecting reinforcing material 115.
The reinforcing material 127 and the reinforcing material 129 are, for example, a sheet material having extensibility such as a fiber type or a rubber type. The connecting reinforcing material 115 is made of a material having strength to transmit tension applied to the reinforcing material 127 on both sides via the hole 125 or the reinforcing material 129. The adhesive 111 temporarily attaches the connection reinforcing material 115 to the square member 121 and is devised so as not to be excessively bonded. The adhesive 109 is made of a material that can transmit sufficient tension between the connecting reinforcing material 115 and the reinforcing material 127, and the connecting reinforcing material 115 and the reinforcing material 129.
As described above, in the third embodiment, a plurality of holes 125 are provided in the joint portion between the adjacent square member 121 and the flat member 123, and the connection reinforcing material 115 is passed through the hole 125. Transmits tension in the circumferential direction to enhance the reinforcement effect. The third embodiment can be used for a member having an arbitrary shape with undulations and irregularities.
Instead of the connection reinforcing material 115, a belt-like polyester belt 199 as shown in FIG. 40 may be used. The material of the polyester belt 199 may be a polyester fiber used for a strap or the like. The strength of a reinforcing sheet such as a civil engineering sheet is 500 to 1000 kgf per 3 cm width, but the polyester belt 199 has a strength of about 15000 kgf per 5 cm width. By passing the polyester belt 199 through the hole 125, the tension acting on the sheet-like reinforcing material 127 and the reinforcing material 129 can be transmitted with a small cross section.
If the effect of the reinforcing structure shown in FIG. 22 or 23 is insufficient, the same reinforcing structure can be used repeatedly in order to increase the amount of reinforcement.
Next, a fourth embodiment will be described. FIG. 24 shows a perspective view of the flat member 131 to be reinforced. The flat member 131 is, for example, a wall. The flat member 131 is provided with a plurality of holes 133 penetrating the member thickness at grid-like locations. FIG. 25 is a perspective view of the connection reinforcing member 135, and FIG. 26 is a cross-sectional view of the vicinity of the hole 133 of the flat member 131 after reinforcement.
As shown in FIG. 25, the connection reinforcing member 135 has adhesive surfaces 137 at both ends of the shaft-like connecting portion 139. The adhesive surface 137 is provided in a trumpet shape perpendicular to the axial direction of the connecting portion 139. In FIG. 26, the flat member 131 is reinforced using a plurality of connection reinforcing members 135, two sheet-like reinforcing members 141, and an adhesive 109.
The connection reinforcing material 135 is passed through the plurality of holes 133 of the flat member 131 in a state where the bonding surface 137 is rounded with the connecting portion 139 as an axis. Then, the bonding surface 137 is widened when the connecting portion 139 reaches the position of the hole 133. A reinforcing material 141 is installed outside the adhesive surface 137 so as to cover both side surfaces 132 of the flat member 131. The bonding surface 137 is bonded to the reinforcing material 141 using the adhesive 109.
The reinforcing material 141 is, for example, an extensible sheet material such as a fiber type or a rubber type. The connection reinforcing material 135 is made of a material having a strength for transmitting tension applied to the reinforcing materials 141 on both sides via the holes 133. The adhesive 109 is made of a material that allows the connection reinforcing material 135 and the reinforcing material 141 to sufficiently transmit tension to each other.
As described above, in the fourth embodiment, the flat member 131 is provided with the plurality of holes 133, and the tension is transmitted between the side surfaces 132 through the connection reinforcing material 135 to the hole 133, thereby enhancing the reinforcing effect. The fourth embodiment can be used not only for a wall but also for a member having an arbitrary shape such as a hollow tube having no undulation or unevenness on the surface.
In order to facilitate passage through the hole 133, a notch may be formed in the bonding surface 137 of the connection reinforcing member 135.
As in the third embodiment, a polyester belt 199 as shown in FIG. 40 can be used as an alternative to the connection reinforcing member 135.
Next, a fifth embodiment will be described. FIG. 27 is a perspective view of the H-shaped member 143 after reinforcement. As shown in FIG. 27, the H-shaped member 143 is reinforced using a reinforcing material 145 and a granular filler 147.
Around the H-shaped member 143, a sheet-like reinforcing material 145 is provided in a cylindrical shape with a space provided. A space between the H-shaped member 143 and the reinforcing material 145 is filled with a granular filler 147. For the reinforcing material 145, for example, a fiber material or a rubber material sheet is used. For the filler 147, for example, natural granules such as sand, and artificial granules such as resin are used.
Since the granular filler 147 transmits stress to the reinforcing material 145 while being deformed with energy loss, the filler 147 is made of resin or adhesive, unlike conventional reinforcing methods such as continuous fiber and iron plate winding. There is no need to fix. Even when bonding, fixing, or the like is performed for construction reasons, it may be temporarily attached so that the shape is maintained under a normal weight or a slight earthquake.
The fifth embodiment can be used to reinforce a member having a complicated cross-sectional shape other than the H-shaped member 143. In the fifth embodiment, when the granular filler 147 is deformed with an apparent volume expansion, this is transmitted to the reinforcing member 145 to enhance the reinforcing effect. Further, for example, using an inorganic non-flammable material having a large heat capacity, an effect of protecting the H-type member 143 from heat can be added.
Note that the reinforcing method of the fifth embodiment can reinforce any member having a complicated cross-sectional shape, not limited to the H-shaped member 143.
Next, a sixth embodiment will be described. FIG. 28 is a perspective view of the hollow member 149 after reinforcement. As shown in FIG. 28, the hollow member 149 is reinforced using a reinforcing material 145 and a granular filler 147.
On the surface around the hollow member 149, a sheet-like reinforcing material 145 is installed in a cylindrical shape. The hollow member 149 is filled with a granular filler 147. For the reinforcing material 145, for example, a fiber-based or rubber-based sheet material or the like is used. For the filler 147, for example, natural granules such as sand, and artificial granules such as resin are used. The granular filler 147 is installed for the purpose of filling the gap of the hollow member 149, but transmits stress to the reinforcing member 145 while deforming with energy loss, so as in the conventional concrete-filled steel pipe method, It is not necessary to solidify the material such as concrete filled inside.
In the sixth embodiment, when a hollow member is reinforced, the reinforcing effect is enhanced by installing a granular filler 147 therein. The filler 147 has a role of transmitting an apparent volume expansion to the reinforcing member 145 when the hollow member 149 attempts to break down with energy loss. The cross-sectional shape of the hollow member reinforced by the reinforcing method of the sixth embodiment is not limited to a circle.
In the fourth and sixth embodiments, the reinforcing methods of the first to fourth embodiments may be used in combination for reinforcing the H-shaped member 143 and the hollow member 149 using the filler 147. .
Next, a seventh embodiment will be described. FIG. 29 is a perspective view of the seismic isolation member 155. The seismic isolation member 155 includes a reinforcing material 145 and a granular filler 147. For the reinforcing material 145, for example, a fiber-based or rubber-based stretchable sheet material, a belt-shaped material, or the like is used. For the filler 147, for example, natural granules such as sand, and artificial granules such as resin are used. The seismic isolation member 155 is the case where the cross-sectional area of the H-shaped member 143 is close to zero in FIG.
In the seismic isolation member 155, when the filler 147 is deformed with an apparent volume expansion, the reinforcing material 145 acts on the filler 147 with a circumferential compressive force by elasticity, and restrains the apparent volume expansion. By using a highly ductile material as the reinforcing material 145, the seismic isolation member 155 can withstand a large deformation, and the absorbed energy increases.
30 to 32 are elevation views of the structure 153 using any of the seismic isolation members 155, 155a, and 155b. In FIG. 30, seismic isolation members 155, 155a and 155b are installed on the layer 157 in the upper structure 154 of the structure 153 constructed on the ground 151. The seismic isolation members 155, 155a, and 155b installed in the layer 157 support the load on the floor like a large black pillar and prevent the structure 153 from collapsing during a large earthquake.
In FIG. 31, seismic isolation members 155, 155a, and 155b are installed on the layer 157a between the foundation 159 installed on the ground 151 and the upper structure 154 of the structure 153. The seismic isolation members 155, 155a and 155b shown in FIG. 31 utilize a large energy absorption function and are used as seismic isolation members.
In FIG. 32, seismic isolation members 155, 155a, 155b are installed in a layer 157b between a foundation 159 (not shown) and the supporting ground / rock 164. In FIG. 32, normal piles 161 installed on the ground 151 and seismic isolation members 155, 155a, and 155b are used in combination as piles of the structure 153. The seismic isolation members 155, 155a and 155b shown in FIG. 32 are used as piles having a seismic isolation function and a large settlement prevention function.
FIGS. 33 and 34 are vertical sectional views in the vicinity of the seismic isolation member 155b and in the vicinity of the seismic isolation member 155a installed in the layer of the structure, as shown in FIGS. 30 to 32, respectively. is there. FIG. 35 is a horizontal sectional view of the seismic isolation member 155a, and FIG. 36 is a horizontal sectional view of the seismic isolation member 155b.
As shown in FIGS. 33 and 34, the seismic isolation members 155a and 155b are installed as upper and lower member columns on the layer 157 and / or the layer 157a between the foundation 159 and the upper structure 154, or the layers of the ground 151 Installed as a pile at 157b. The upper and lower members 163 of the layer 157 and the layer 157a are a slab, a beam, a foundation 159, and the like, respectively. In the layer 157b, instead of the lower member 163, there is a ground or a rock 164.
As shown in FIG. 35, the seismic isolation member 155a is formed of a granular filler 147, a reinforcing material 145 and the like in the same manner as the seismic isolation member 155. The filler 147 is made of a resin that has a large energy absorption function and particles are not easily crushed, and the reinforcing material 145 is made of an extensible material. The seismic isolation member 155a has a spherical shape on the side surface.
Although the seismic isolation member 155a is composed of the reinforcing material 145, the filler 147, and the like, reinforced concrete or a steel frame may be used instead of the filler 147. As shown in FIG. 36, in the seismic isolation member 155b, the reinforcing material 145 reinforces the periphery of the concrete 167 in which a tensile resistance material 165 such as a reinforcing bar is disposed, that is, a member made of reinforced concrete.
In this case, a filler (not shown) having a special structure may be mixed into the concrete 167. This filler has contents such as a resin that suppresses a decrease in the strength of the concrete. In the process in which the concrete 167 is repeatedly crushed by the action of a load, the content of the filler oozes out and suppresses a decrease in the strength of the concrete. Thereby, the fall of the resistance of the seismic isolation member 155b and the fall of the energy absorption capability per unit deformation are reduced, and the shape change of a structure can be suppressed.
A plurality of tensile resistance members 165 are arranged in the vertical direction inside the seismic isolation members 155a and 155b. Both ends of the tensile resistance material 165 are embedded in the upper and lower members 163 or the upper member 163 and the lower ground or rock 164, respectively. The seismic isolation members 155 a and 155 b are connected to the member 163, the ground, and the rock 164 by the tensile resistance material 165.
When the seismic isolation members 155a and 155b are used as columns, the tensile resistance member 165 is, for example, a reinforcing bar, a steel plate, a belt-like connecting reinforcing material such as a polyester belt 199 shown in FIG. Moreover, when using as a pile, an earth anchor, a lock anchor, etc. are used for the tensile resistance material 165, for example. The tensile resistance material 165 is a layer 157 of the structure 153, and / or a layer 157a between the foundation 159 and the upper structure 154, and / or a force that separates the foundation and the supporting ground / bedrock 164 in the vertical direction. resist.
As shown in FIGS. 35 and 36, the horizontal sections of the seismic isolation members 155a and 155b are circular, and four tensile resistance members 165 are disposed inside. The circular cross-sections of the seismic isolation members 155a and 155b are pre-fetched from the cross-sectional shape of the member deformed by repeated loads. By making the horizontal section circular, it is possible to reduce the change in the cross-sectional shape when the reinforcing material 145 exhibits an effect, suppress the expansion and contraction that is the deformation in the axial direction, and suppress the change in the shape of the structure.
Thus, in the seventh embodiment, the seismic isolation members 155, 155a, and 155b newly constructed with the reinforcing material 145 and the filler 147 are placed in the upper structure 154 and / or between the upper structure 154 and the foundation 159. Alternatively, and / or as a pillar or a pile on the ground 151, the reinforcing effect of the structure 153 is enhanced. Unlike conventional seismic isolation members, the seismic isolation members 155, 155a, and 155b exhibit seismic isolation effects with respect to vertical, horizontal, and diagonal three-dimensional vibrations. That is, a large energy absorption function can be exhibited with respect to each cross-sectional force of axial tension, axial compression, bending, and twisting. This is an advantage not found in conventional seismic isolation functions. Although it has been difficult to use a conventional seismic isolation member as a pile having a seismic isolation function and a function of preventing large settlement as shown in FIG. 32, according to the seventh embodiment, it can be easily implemented. .
In the seismic isolation members 155, 155a, and 155b, the number of tensile resistance members is not limited to four. Further, the reinforcing material 145 may have a multiple structure in which, for example, a reinforcing material such as a polyester sheet or a belt is directly attached to a member with an adhesive, and the reinforcing materials are further connected with an adhesive. The multiple structure will be described in detail in the eighth embodiment.
In the seventh embodiment, as shown in FIGS. 33 to 36, the tensile resistance material 165 resists the vertical pulling of the layers 157, 157a, and 157b. Then it is what is usually done. The seismic isolation member 155b can be formed by reinforcing members such as pillars and walls constructed by ordinary design and construction methods, so it is extremely easy to design and construct and is cheaper than conventional seismic isolation members. is there.
FIG. 37 is a diagram showing forces acting on the vertical members 169 of the layers 157, 157a, 157b shown in FIGS. 30-32. The vertical member 169 is, for example, a pillar and a pile such as the seismic isolation members 155, 155a, and 155b. However, in the case of piles, the lower surface is rock or ground.
The force acting on the vertical member 169 having the structure can be divided into a vertical force and a horizontal force. Further, the vertical force is divided into the weights Pw and ΔPw of the structure and the vertical component Ps of the seismic force. Pw is a force borne by the vertical member 169 out of the weight of the structure above the layer 157, and ΔPw is the weight of the vertical member 169.
On the vertical member 169, as a vertical force, weight Pw + vertical seismic force Ps171 acts on the upper end, weight (Pw + ΔPw) + vertical seismic force Ps173 acts on the lower end, and horizontal seismic force Q179 acts as a horizontal force. Further, a bending moment M177 and a twisting moment Mz175 act on the upper and lower ends of the vertical member 169. The magnitude of these loads during an earthquake is determined by the rigidity of the vertical member 169. Without rigidity, the load will not work.
When the vertical member 169 is the seismic isolation member 155, 155a, 155b, the same load is applied. Most of the conventional seismic isolation members are limited in the direction in which the rigidity is large, and the direction in which the seismic isolation effect is exhibited is limited accordingly. Therefore, it is necessary to bear the energy due to the seismic force in the direction with less effect by a member other than the seismic isolation member. In particular, most of the tensile forces in the vertical direction were not rigid. In addition, some of the bendings have extremely high rigidity, and as a result of the bending moment being concentrated on the seismic isolation member, there is a problem that the surrounding reinforcement is required.
On the other hand, the seismic isolation members 155a and 155b of the seventh embodiment have a structure as shown in FIG. 33 to FIG. 36, and use a normal member design method and construction method to pull up and down. Not only the rigidity but also the horizontal rigidity, bending rigidity and torsional rigidity in any direction of the structure can be easily provided. In the case of the seismic isolation member 155, the method of the eighth invention is used. It is a major feature of the seventh embodiment that a large energy absorbing function is imparted to the rigidity in each direction by an extensible sheet, belt, or the like. When the seismic isolation members 155, 155a, 155b are used for seismic isolation of the structure 153, new seismic isolation members 155, 155a, 155b may be installed, or existing members may be changed and reinforced to be exempted. The seismic members 155, 155a, and 155b may be used.
Next, an eighth embodiment will be described. FIG. 38 is a view showing a part of a cross section of the member 181 after reinforcement. In FIG. 38, the member 181 is reinforced using a protective reinforcing material 183, a reinforcing material 185, a reinforcing material 187, and a protective reinforcing material 189.
In the member 181, a protective reinforcing material 183, a reinforcing material 185, a reinforcing material 187, and a protective reinforcing material 189 are installed in this order from the inside. The protective reinforcing member 183 is installed to protect the reinforcing members 185 and 187 and the protective reinforcing member 189 from the action of the member 181. For example, when the member 181 is a material such as concrete that deposits alkali, and the reinforcing members 185 and 187 and the protective reinforcing member 189 are a material such as polyester fiber having low alkali resistance, the protective reinforcing member 183 includes the member 181. A material such as a resin having an effect of preventing the precipitation of alkali from the substrate is used.
The protective reinforcing material 189 is installed to prevent deterioration of the functions of the protective reinforcing material 183, the reinforcing material 185, and the reinforcing material 187 due to the action of substances in the outside world. For example, when the protective reinforcing material 183, the reinforcing material 185, and the reinforcing material 187 are polyester fiber sheets or the like, the protective reinforcing material 189 uses a resin such as epoxy or urethane because it is easily deteriorated by ultraviolet rays. And preventing deterioration of the internal reinforcing material. The protective reinforcing material 189 may be a fire protection zone.
The reinforcing material 185 and the reinforcing material 187 are materials having different reinforcing effects with respect to the member 181. For example, a polyester fiber or the like is used for the reinforcing member 187, and a material such as a resin or a fiber impregnated with a resin is used for the reinforcing member 185. In this case, the reinforcing material 187 exhibits a reinforcing effect up to a range where the distortion of the member 181 is large (about 15%), and the reinforcing material 185 exhibits a reinforcing effect within a range where the distortion of the member 181 is small (1% or less).
When the member 181 is reinforced only with the polyester fiber, the Young's modulus of the reinforcing material is smaller than the Young's modulus of the member 181, so that a thickness is required to exert the reinforcing effect when the distortion of the member 181 is small. However, by using a material such as a resin having a large Young's modulus or a material in which a fiber is impregnated with a resin, a reinforcing material having a thinner thickness than that of a polyester fiber alone and a range in which the member 181 has a small strain ( 1% or less) can also exert a reinforcing effect. Further, by directly adhering the reinforcing member 185 to the surface of the member 181 or the protective reinforcing member 183, the effect can be exhibited within a small distortion range. The protective reinforcing material 183 has a function of transmitting a shearing force between the surface of the member 181 and the reinforcing material 185 as necessary. For example, a resin primer is used.
Further, by changing the mechanism for obtaining the reinforcing effect of the reinforcing material 185 and the reinforcing material 187, the reinforcing effect can be exhibited over different load conditions and deformation ranges. For example, there is a case where a method of directly sharing the shearing force of the member 181 with a reinforcing material and a method of constraining the expansion of the apparent volume of the member 181 are used in combination.
The reinforcing material 187 can be made of a material and a structure that exerts a reinforcing effect by restraining the expansion of the apparent volume. As the reinforcing member 185, an iron plate, carbon fiber, aramid fiber, or the like is used for the purpose of improving the shear fracture resistance of the member 181 and improving the load resistance. The reinforcement member 185 reinforces the member 181 by directly transmitting the shear force between the member 181 and the reinforcement member 185 and sharing the shear force. Further, as the reinforcing member 185, a polyester sheet or a polyester belt that is impregnated with a resin or has an adhesive applied to the entire surface to increase rigidity can be used. In this case, there is an advantage that the reinforcing material 185 and the reinforcing material 187 can be continuously constructed.
FIG. 39 is a graph showing the load deformation relationship of the member 181 when the reinforcing method in the multiple structure as shown in FIG. 38 is used. In FIG. 39, the vertical axis represents load, and the horizontal axis represents deformation. This load is a cross-sectional force of the member 181 such as an axial force, a bending moment, and a shearing force, and the deformation includes axial contraction, bending rate, shearing strain, etc. that are deformations suitable for each load. Compared to the curve of 191 when not reinforced, the member 181 has load resistance against a wide range of deformation in the curve of 193 when reinforced using multiple structural reinforcement.
FIG. 39 shows that the effective deformation ranges of the reinforcing material 185 and the reinforcing material 187 do not overlap, and the load resistance is slightly reduced between the effective range 195 of the reinforcing material 185 and the effective range 197 of the reinforcing material 187. Here is a general example where By overlapping the effective deformation ranges of the reinforcing material 185 and the reinforcing material 187, it is possible to avoid a reduction in load resistance.
In the eighth embodiment, a reinforcing effect can be exhibited with respect to the load conditions of a wide range of members and the environmental conditions of the outside world by using multiple reinforcing materials having different characteristics around. Note that the member 181 may be a filler 147 as shown in FIG. 27 and FIG. 29 as well as a concrete member or the like. In this case, a material having an effect equivalent to that of the protective reinforcing material 183 may be selected for the filler 147, and the protective reinforcing material 183 may be omitted.
As the reinforcing member 185 that directly adheres to the surface of the member 181 or the protective reinforcing member 183, a belt-like reinforcing member having high strength and rigidity such as the polyester belt 199 shown in FIG. 40 can be used. Since the polyester belt 199 can be woven with a structure that increases the Young's modulus per unit width as compared with the polyester sheet, the polyester belt 199 can be used as a reinforcing material 185 that exhibits an effect at a small strain stage. For example, in a tensile test result of a product of a polyester belt 199 having a width of 64 mm and a thickness of 4 mm, the strain is 2% when 2500 kgf is applied.
When the polyester belt 199 is used as the reinforcing member 185, the column 205 shown in FIGS. 41 to 44 corresponds to the member 181 in FIG. A method of reinforcing the polyester belt 199 shown in FIGS. 41 to 44 will be described in the ninth embodiment described later.
Next, a ninth embodiment will be described. 40 is a plan view of the polyester belt 199, FIGS. 41 and 42 are perspective views showing an example of a column 205 reinforced with a belt-like reinforcing member 201, and FIG. 43 is a standing view of the column 205 shown in FIG. FIG.
First, the reinforcement shown in FIG. 41 will be described. In FIG. 41, a plurality of belt-like reinforcing members 201 are installed so as to go around the column 205 at predetermined intervals. The ends of the belt-like reinforcing member 201 around the column 205 are connected to each other by either or both of adhesion and a fastener, which are mechanical joints. When a mechanical joint is used, a reinforcing effect can be obtained in a short period of time, which is suitable for emergency reinforcement immediately after an earthquake. Moreover, the effect which controls the crack of the direction which adhere | attaches the strip | belt-shaped reinforcement 203 to a member axial direction and cross | intersects this can be anticipated.
Next, the reinforcement shown in FIGS. 42 and 43 will be described. The belt-like reinforcing member 201 is wound around the surface of the column 205 shown in FIGS. 42 and 43 without any gap. The winding effect can be enhanced by winding in the direction of the arrow D while applying tension to the strip-shaped reinforcing member 201 in the direction of the arrow C. The strip-shaped reinforcing material 201 is directly bonded to the column 205. In addition, chamfering for avoiding fiber breakage at the corner portion of the column 205 is not particularly necessary, but a band-shaped reinforcing material (not shown) is bonded in parallel to the side of the corner portion of the member to reinforce the side portion. The effect of relieving stress concentration on the material can be expected.
As shown in FIG. 43, the belt-shaped reinforcing member 201 is wound in a spiral shape so that the upper end portion 207 and the lower end portion 211 of the column 205 are parallel to the member circumference, and the general portion 209 is wound around the belt width in one round. It can be wound evenly without gaps. Moreover, the reinforcing effect can be enhanced by changing the winding direction (right-handed, left-handed) and installing the strip-shaped reinforcing material 201 in two layers and three layers. At this time, after the first layer is wound, the adhesive is applied to the entire surface, and the second layer is wound with a half-width shift thereon, whereby the displacement between the belt-like reinforcing members 201 can be suppressed.
In order for the reinforcing material to be in close contact with the base material by the above-described winding method, it is necessary that the reinforcing material can be easily bent beyond the corner of the column and can be sheared beyond the deviation angle between the parallel winding and the spiral winding. In a normal column, the bending angle and the deviation angle are 90 degrees or less and 2 degrees or less, respectively. As will be described later with reference to FIG. 56, it is desirable to use a reinforcing material having a large angle that can be sheared when the reinforcing material is installed in a hook shape.
44 is a cross-sectional view of the vicinity of the surface of the column 205 shown in FIGS. 41 to 43. FIG. As shown in FIG. 44, the belt-like reinforcing member 201 is directly attached to the column 205 using an adhesive 213.
For example, a polyester belt 199 shown in FIG. 40 is used for the belt-like reinforcing member 201 shown in FIGS. As described in the description of the second and eighth embodiments, the material of the polyester belt 199 is a polyester fiber used for a strap or the like. Since the polyester belt 199 has higher rigidity and strength than the civil engineering sheet, the polyester belt 199 is used in consideration of suppressing an increase in the crack width of the column 205 and controlling the apparent volume deformation in a small strain range.
Next, a calculation method of the reinforcement amount in the reinforcement that suppresses the crack width in a range where the distortion of the column 205 is small will be described. FIG. 45 is a diagram showing the relationship between the effective adhesion length of the band-shaped reinforcing material 201 and the crack 215.
When a member to which bending, axial force, shearing force or the like acts locally breaks, a crack 215 is generated on the surface of the member. In FIG. 45, a crack 215 is generated in a state where the belt-like reinforcing material 201 is directly attached to the surface of the column 205. The belt width 219 of the band-shaped reinforcing member 201 is w. The band-shaped reinforcing member 201 is subjected to q force, ie, tension 221, that tries to spread the crack 215. In FIG. 45, the crack width 217 is suppressed to d or less by the effect of the band-shaped reinforcing material 201.
There is a stress concentration in the vicinity of the crack 215. The width 223 (a) with the crack 215 at the center is the length of the portion where the adhesive 213 or the nearby member surface is sheared and lost the adhesive effect, and is hereinafter referred to as the free length. The restraint length 225 (b) is a natural restraint length of the column 205 and is a length measured from the free end. Therefore, the belt-like reinforcing member 201 is bonded to the column 205 with a fixing length s = ba.
Here, the restraining length 225 is the length of one side in the case of a rectangular cross section such as the pillar 205, and the peripheral portion around a central angle of 90 degrees in the case of a circular cross section. When these lengths are extremely larger than the belt width 219 (w) of the belt-like reinforcing member 201, the length of the actually working adhesive force is not zero.
When the crack 215 is near the center of a certain surface of the member having a rectangular cross section, the restraint length 225 extends to the other surface of the member.
When the rigidity of the belt-like reinforcing member 201 is k, the following relationship exists between the free length a, that is, the width 223, the crack width 217 (d), and the tension 221 (q).

When the average shearing force between the belt-like reinforcing member 201 and the column 205 within the fixing length s = ba is τ,

It is.
If the free length a is eliminated from the equations [21] and [22], the following secondary relationship exists between the tension 221 (q), the average shear force τ, and the crack width 217 (d).

This relationship is related to the maximum crack width d_maxThere are two solutions q below. Since the larger solution is realized first, if this is adopted, q is the maximum value q according to the crack width 217 (d)._maxAnd the minimum value q_minBetween.

Minimum value q_minCrack width d corresponding to_maxIs

It is.
Crack width is d_maxBeyond, Equation [23] has no solution. That is, such a mechanism does not hold. From the above relation, the maximum value q when the force to push and spread the crack 215 is shared by the belt-shaped reinforcing material 201_maxAnd the minimum value q_minTherefore, structural reinforcement utilizing the above mechanism can be designed. The values of the equations [24] to [26] are proportional to the adhesive force τ (average shear force) between the member such as the column 205 and the belt-like reinforcing material 201.
In the case where an inexpensive material having excellent extensibility, such as a polyester belt 199, is used as the belt-like reinforcing material 201, the Young's modulus as the material is about one tenth of that of concrete and about one hundredth of that of iron. Therefore, even if the adhesive 213 having a large average shearing force τ is used for bonding, it is difficult to share the shearing force that is elastically applied to the member without causing the crack 215. However, when a reinforcing effect within a small deformation range is particularly required, an epoxy resin adhesive is used after the polyester belt or the like is impregnated with a resin to increase the rigidity of the reinforcing material.
In FIG. 44, for example, the belt-like reinforcing member 201 is a polyester belt 199 having a width of 64 mm and a thickness of 4 mm, a column 205 is a reinforced concrete column having a restraint length 225 of b = 30 cm, and an adhesive 213 made of Toyo Polymer. The epoxy urethane adhesive Rubylon is used. At this time, average shear force τ = 10 kgf / cm²The belt width 219 of the belt-shaped reinforcing material 201 (polyester belt 199) is w = 6.4 cm, the restraint length 225 is b = 30 cm, and the rigidity k of the belt-shaped reinforcing material 201 (polyester belt 199) is k = 153000 kgf / cm.²It is.
Maximum value q using equations [24] to [26]_max, Minimum value q_minMaximum crack width d_maxIs the maximum value q_max= 1920kgf, minimum q_min= 960 kgf, maximum crack width d_max= 0.12 cm.
Therefore, when this reinforcement is carried out, the maximum crack width d_max= 1.2 mm can be constrained, and the tension 221 per belt-like reinforcing material 201 (polyester belt 199) at this time is q = 0.9 tf.
FIG. 46 is a schematic view of the column 205 subjected to axial force, bending and shearing, and FIG. 47 is a diagram showing a force for expanding the crack 215 generated in the column 205. In the state where the axial force 229 (P) is continuously applied to the column 205 reinforced with the polyester belt 199 as the belt-like reinforcing member 201 by the method shown in FIG. 43, a horizontal force is applied, and a bending moment 231 (M), The reinforcing effect will be described below when the shearing force Q is repeatedly generated.
The column 205 assumes a column of a normal construction unit. The shearing force 227 (Q) acts horizontally at a height (h / 2) intermediate the height h of the column 205, and the upper and lower ends of the column 205 slide horizontally so as not to rotate. . As a result, a shearing force (a resultant force Q) and an axial force (a resultant force P) that are uniform in the horizontal direction are generated inside the column 205. The bending moment is M = Qh / 2 at the upper end, zero in the middle, and −M at the lower end.
The maximum shearing force Q determined by the state of the reinforcing bars and concrete of the column 205 is the shearing force 227 (Q)_maxThe crack 215 is generated in the direction of the angle θ237. A force for spreading the crack 215 in the horizontal direction is a shearing force 227 (Q) acting on the column 205. It is considered that this force is borne by the band-shaped reinforcing material 201 in the range indicated by the arrow c233. Since the band-shaped reinforcing material 201 has a width of w and a tension per line of q, the resultant force Q of the band-shaped reinforcing material 201 in the range of the arrow c233 is Q = q · 2C / w.
However, since the pillar 205 has a rectangular cross section, a coefficient of 2 was used on the assumption that both the front surface and the back surface work. The length C of the arrow c233 is C = btan θ from FIG. In general, the shearing force Q is borne even inside the member, but the belt exhibits a remarkable effect._maxBeyond nearby deformation, it is assumed that almost all shear forces are borne by the belt tension.
If the angle θ237 is 45 degrees, the width 235 of the column 205 is b (restraint length) = 30 cm. Therefore, the maximum value q when the polyester belt 199 (width 64 mm, thickness 4 mm) previously calculated from the equations [24] to [26] is used._{ma x}, Minimum value q_minHorizontal force Q corresponding to_max, Q_minQ_max= Q_max2b / w = 18000kgf, Q_min= Q_min2b / w = 9000 kgf. Therefore, the width of the crack 215 is d due to the effect of this reinforcement._maxIn a range not exceeding 1.2 mm, a horizontal resistance of 9 tf or more can be maintained.
Next, the column 205 reinforced with the above-described polyester belt 199 (width 64 mm, thickness 4 mm) as the strip-shaped reinforcing member 201 shown in FIG. The results of a horizontal repeated force test with displacement control will be described. However, the concrete strength of the pillar 205 is 135 kgf / cm.²The axial rebar ratio is 0.56%, the shear reinforcing bar ratio is 0.08%, the axial force is constant, and is 37 tf (axial force ratio 0.3).
FIG. 48 is a schematic view showing the deformation of the pillar 205. The horizontal displacement of the column 205 is defined as the horizontal displacement δ._h239, the vertical displacement is the vertical displacement δ_vAs a result, the results shown in FIGS. 49 to 54 were obtained by experiment. FIG. 49 is a diagram showing an envelope of the horizontal force Q of the column 205 and the displacement history. FIG. 50 is a diagram showing the relationship between the horizontal displacement, vertical displacement, and horizontal force of the column 205, and FIG. 51 is a diagram showing the restoring force characteristic relationship of the column 205.
The horizontal axis in FIG. 49 represents the horizontal displacement δh (239) of the column 205, and the vertical axis represents the horizontal force Q (shearing force 227). 51, the horizontal axis represents the horizontal displacement δh (239) and the deformation angle of the column 205, and the vertical axis represents the horizontal force Q (shearing force 227).
In FIG. 49, the envelope when the column 205 is not reinforced with the belt-shaped reinforcing member 201 is a curve without reinforcement 243a, and the envelope when reinforced is a curve with reinforcement 243b. Reinforced envelopes 243b are envelopes of points such as the Great Hanshin Earthquake equivalent 255a, the Great Hanshin Earthquake equivalent 255b, the Great Hanshin Earthquake triple 255c, and the Great Hanshin Earthquake equivalent 255d of the history loop 253 shown in FIG. is there.
In FIG. 50, the horizontal axis represents the horizontal displacement δ_h(239), the upward vertical axis is the horizontal force Q (shearing force 227), and the downward vertical axis is the vertical displacement δ._v(241). Unreinforced 243a and reinforced 243b have the same envelope as shown in FIG. 49 without reinforced 243a and reinforced 243b. No reinforcement 245a is the vertical displacement δ of the column 205 that was not reinforced by the belt-shaped reinforcement._v245b is a vertical displacement δ of the column 205 reinforced with a belt-like reinforcing member 201 (polyester belt 199)._vIt is a curve which shows.
As shown in FIGS. 49 and 50, the maximum horizontal force in the case of no reinforcement 243a is Q_max1The maximum horizontal force in the case of 243b with reinforcement is Q_max2, Q is the minimum horizontal force_minThen, from the experimental data, the maximum horizontal force with no reinforcement 243a is Q_max1= 17.5 tf. The maximum horizontal force in the case of 243b with reinforcement is Q_max2= 18tf, minimum horizontal force is Q_min= 7 tf.
In FIG. 50, the line of the non-reinforced 243a indicating the horizontal force Q of the non-reinforced column 205, the vertical displacement δ._vFor the line of non-reinforcing 245a, the horizontal force Q is Q_max1It has plummeted from the moment. This is because the reinforced pillar 205 is Q_max2From the horizontal displacement corresponding to_minIn the horizontal displacement region up to this point, the above-mentioned assumption that most of the shearing force is borne by the reinforcing effect of the belt-like reinforcing member 201 (polyester belt 199) is supported.
Minimum horizontal force Q with reinforcement 243b_min46 is smaller than the calculated value 9tf using the models of FIGS. 46 and 47, it is an experimental error and the repeated load and deformation cause the concrete surface of the column 205 and the belt-like reinforcing material 201 (polyester belt). It is also conceivable that a decrease in strength occurred on the adhesive surface with 199). Maximum shear force Q_max2Is a value substantially equal to the calculated value 18tf.
As shown in FIG. 50, the horizontal displacement δ of the column 205_hIs the displacement amplitude δ_hcIn the case of 247, the horizontal force inflection point 249 is in the vertical displacement δ on the curved line 243b with reinforcement indicating the horizontal force Q._vThere is a vertical displacement inflection point 251 in the curve of 245b with reinforcement. Displacement amplitude δ_hc247 is a horizontal displacement δ around 255c corresponding to triple the Hyogoken-Nanbu Earthquake of the history loop 253 shown in FIG._hThat is, it is about 140 mm (the deformation angle is 0.15 rad).
FIG. 52 shows the cumulative horizontal displacement Σδ of the column 205._hFIG. FIG. 53 is a detailed view of FIG. In FIG. 52, the horizontal axis represents the horizontal cumulative displacement Σδ_hAnd the vertical axis represents the history absorbed energy W.
Cumulative horizontal displacement Σδ shown on the horizontal axis of FIGS. 52 and 53_hWas calculated by the following formula. Here, i is the number of data recording steps, and n is the current number of steps. Cumulative horizontal displacement Σδ_hIs calculated as an index indicating the position on the history loop 253 shown in FIG.

The history absorption energy W shown on the vertical axis was calculated by the following equation. The history absorption energy W is a work performed by the horizontal force Q, that is, the shearing force 227.

If the axial force 229 that the pillar 205 with the structure is responsible for is P, the mass m corresponding to this can be expressed as m = P / g using the gravitational acceleration g. Therefore, among the energy that is input to the structure and consumed until the vibration is finished, the work E performed by the shearing force 227 acting on the column 205 is approximately the following using the velocity response spectrum Sv of the earthquake motion. It is expressed by a formula.

The curve of the history absorbed energy 257 shown in FIG. 52 represents the history absorbed energy calculated by the equation [28] from the history loop 253 of the experimental result shown in FIG. The values indicated by the straight lines of the Great Hanshin Earthquake equivalent 259a and the Great Hanshin Earthquake quintuple equivalent 259b are calculated by the formula [29] for comparison with the curve of the history absorbed energy 257. In FIG. 53, the values of 259c corresponding to the Hanshin Great Earthquake twice and 259d equivalent to the Great Hanshin Earthquake triple calculated by the formula [29] are further shown. In using the equation [29], the velocity response spectrum used was Sv = 90 cm / s, which is a value in the Kobe Marine Meteorological Observatory record with a natural period of 0.3 seconds.
FIG. 54 shows the cumulative horizontal displacement Σδ calculated by the equation [27]._hAnd vertical displacement δ_vIt is a figure which shows the relationship. In FIG. 54, the horizontal axis represents the horizontal cumulative displacement Σδ_h, The vertical axis is the vertical displacement δ_v(241). As described in the explanation of FIG. 50, the horizontal displacement is the displacement amplitude δ._hc247, that is, about 140 mm, there is a vertical displacement inflection point 251, and at this time, the cumulative horizontal displacement Σδ_hIs about 1500 mm. As shown in FIG. 54, the vertical displacement δ is up to about 1500 mm at the vertical displacement inflection point 251._vIs 5 mm (strain 0.5%) or less.
From this experiment, the following can be said.
(1) Low-strength concrete (135kgf / cm, which is difficult to reinforce conventionally)²) Showed a reinforcing effect.
(2) The reinforcing effect was continuously exhibited from a small strain range to a large deformation.
(3) In the curve of 243b with reinforcement shown in FIG. 49, two inflection points (Q = Q_max2And Q = Q_minThat is, the horizontal force inflection point 249) was confirmed.
(4) The vertical displacement δ in the curve of 245b with reinforcement shown in FIG._vOne inflection point (vertical displacement inflection point 251) was confirmed. This is the horizontal force inflection point 249 described in (3) (Q = Q_min). It should be noted that the vertical displacement inflection point 251 is that the concrete is cumulatively damaged by the repeated load, the concrete strength is lowered, the adhesive strength τ between the strip-shaped reinforcing material 201 (polyester belt 199) and the concrete surface of the column 205 is lowered, and the crack width 217 is the limit d_maxAs a result, the mechanism of equations [21] to [26] no longer holds, and as a result, the cross-sectional shape of the column 205 starts to change, and the mechanism shifts to a mechanism that causes large axial deformation.
(5) Second inflection point of horizontal force Q, that is, Q = Q_minUntil the horizontal inflection point 249 is reached, that is, the vertical displacement δ_vUntil the vertical displacement inflection point 251 is reached, the vertical displacement δ_v(Axial contraction of the column 205) is 0.5% or less, which is practically an allowable range in which a structure can be reused after an earthquake.
(6) When no reinforcement is applied (in the case of no reinforcement 243a and 245a shown in FIGS. 49 and 50), the vertical displacement δ before the history absorbed energy equivalent to the Great Hanshin Earthquake_vThe structure suddenly expanded and the structure is believed to have collapsed.
(7) In the case of reinforcement, the vertical displacement δ is changed until the hysteresis absorption energy 257 shown in FIGS. 52 and 53 reaches the hysteresis absorption energy equivalent to about 2.5 times the Great Hanshin Earthquake._vIs 0.5% or less, and is practically an allowable range in which structures can be reused after an earthquake.
(8) In the case of reinforcement, as shown in FIG. 54, the history absorbed energy equivalent to about 2.5 times the Great Hanshin Earthquake (cumulative horizontal displacement Σδ_hExceeds about 1500 mm), the vertical displacement δ_vGradually expands. However, as shown in FIGS. 50 and 51, since the horizontal proof stress is increased and the absorbed energy per cycle is increased, the vibration damping effect is enhanced and there is a large collapse preventing effect.
According to the ninth embodiment, the method of directly adhering the belt-like reinforcing member 201 such as the polyester belt 199 to the member such as the column 205 is the generation of the crack 215 as shown in the experimental results of FIGS. 49 to 54. From the later small deformation to the large deformation, it continuously exerts the reinforcing effect.
Conventionally, when reinforcing a member by rolling it up, a reinforcing material such as carbon fiber or a wound iron plate having rigidity equal to or greater than the rigidity of the main mechanical elements constituting the member is used to prevent the occurrence of cracks. In the ninth embodiment, the crack width 217 is set to an effective value, for example, about 2 mm, instead of trying to suppress the generation of the crack 215 on the member surface. By holding down, the function deterioration of the member is controlled, and the usability and safety of the structure are maintained.
The method of directly adhering to the member surface using a material having high rigidity such as the polyester belt 199 aims to enhance the effect of maintaining the shape of the member within a range of deformation accompanied by a finite crack 215. As shown in the equations [21] to [24], this effect increases in proportion to the rigidity in the circumferential direction of the reinforcing material and is limited by the magnitude of the shearing force transmitted between the member surface and the reinforcing material. There is. Therefore, the effect can be enhanced by directly bonding the member and the stiffener having a large rigidity.
The belt-like reinforcing material 201 used in the ninth embodiment is not limited to the polyester belt 199. Any material having the same strength and rigidity can be used.
Further, the reinforcing method of the ninth embodiment is a method for suppressing the expansion of the apparent volume of the member by controlling the increase of the crack width 217, and devised a mechanism for suppressing the shape change and the axial distortion, What has been proved by the formula and experiment has great practical significance in the future.
Next, a tenth embodiment will be described. As in the second embodiment, the tenth embodiment is a method for enhancing the reinforcing effect of the uneven member and the joint between the member and the member. FIG. 55 is a perspective view showing a state in which connecting reinforcing members 269a and 269b are installed at the joint between the column 261 and the beam 263. FIG. Beams 263 are joined to the left and right side surfaces 265 b of the column 261.
The joint portion between the column 261 and the beam 263 is first reinforced with two sheet-like connection reinforcing members 269a and four connection reinforcing members 269b. The connection reinforcing material 269a is a sheet-like reinforcing material, and is bonded so as to cover the joint portion between the side surface 265b of the column 261 and the side surface 267a of the beam 263. The central portion of the connection reinforcing member 269a is bonded to the side surface 265a of the column 261 and the side surface 265b adjacent to the left and right, and both ends are bonded to the side surface 267a of the beam 263.
The connection reinforcing material 269b is a sheet-like reinforcing material, and is bonded so as to cover the joint portion between the side surface 265b of the column 261 and the side surface 267b of the beam 263. The connection reinforcing materials 269a and 269b are, for example, a sheet material having high ductility and high flexibility such as fiber or rubber.
For the connection reinforcing materials 269a and 269b, a belt-shaped reinforcing material such as a polyester belt 199 may be used instead of a sheet-shaped reinforcing material. Regardless of whether a sheet material or a belt-shaped reinforcing material is used, the thickness, width, length, and the like of the connecting reinforcing materials 269a and 269b are set to dimensions corresponding to the necessary amount of reinforcement.
The method of adhering the connecting reinforcing members 269a and 269b to the columns 261 and the beams 263 may be temporarily attached as in the reinforcing member 107a of the second embodiment, but like the reinforcing member 185 of the eighth embodiment. In addition, it is possible to use an adhesive which is expected to have strength. In general, the displacement amplitude of a structure greatly depends on the deformation of the joint portion between the members. Considering that the amount of reinforcement is determined by the method shown in step 309 of FIG. It is practical to use.
FIG. 56 is a perspective view showing a state in which strip-shaped reinforcing members 271a and 271b are installed at the joint portion between the column 261 and the beam 263. FIG. In FIG. 56, one strip-shaped reinforcing member 271a and two strip-shaped reinforcing members 271b are installed so as to cover the connecting reinforcing members 269a and 269b installed as shown in FIG. The band-shaped reinforcing material 271a is installed around the thicker side member, that is, the column 261. The strip-shaped reinforcing member 271a is obliquely straddled across the joint portion between the column 261 and the beam 263 and is continuously wound around the upper portion and the lower portion of the joint portion. The band-shaped reinforcing material 271b is installed around the member on the narrow side, that is, the beam 263. The belt-like reinforcing material 271b is wound around the beam 263 joined to the left and right of the column 261 independently.
Repeat this method to increase the amount of reinforcement to the required amount. In FIG. 56, the belt-like reinforcing members 271a and 271b are doubled, and are formed at the joint between the column 261 and the beam 263.
For bonding the strip-shaped reinforcing members 271a and 271b to the column 261 and the beam 263, bonding with high strength is used. FIG. 57 is a view showing a cross-sectional view of a joint portion between a column 261 and a beam 263 provided with a connection reinforcing material 269b and the like. Band-shaped reinforcing materials 271a and 271b are wound around the sheet-shaped connecting reinforcing material 269b. The column 261 and the beam 263 are connected to the sheet-like connection reinforcing material 269b, the connection reinforcing material 269b, and the belt-like reinforcing materials 271a and 271b so as to transmit each other's tension via the shear resistance of the bonding surface. The column 261 and the beam 263 are connected to the connecting reinforcing material 269a, and the connecting reinforcing material 269a and the band-shaped reinforcing materials 271a and 271b are bonded in the same manner.
If necessary, the reinforcing material 273a is wound around the column 261 and the reinforcing material 273b is wound around the beam 263. The reinforcing members 273a and 273b are extensible sheet materials and strip materials.
As described above, in the tenth embodiment, the connection reinforcing members 269a and 269b are provided at the joint portion between the column 261 and the beam 263 to enhance the reinforcing effect between the members. Furthermore, the strip-shaped reinforcing material 271a is wound around the pillar 261 which is a thicker member, and the strip-shaped reinforcing materials 271a and 271b are wound around the column 261 and the beam 263 in multiple layers. Ensure the necessary amount of reinforcement.
In FIGS. 55 and 56, a cross-shaped joint is shown, but a T-shaped joint or the like can also be constructed in the same manner. Furthermore, it is effective not only for the combination of a column and a beam but also for reinforcing the joint portion between other members. Moreover, it can also use together with the method of using a slit and a hole as shown to the 1st, 3rd embodiment. This is particularly effective for reinforcing joints between members having greatly different thicknesses and shapes such as slabs and beams and walls and beams. In the case where a sufficient amount of reinforcement can be obtained with only the belt-like reinforcing members 271a and 271b, the connecting reinforcing members 269a and 269b may be omitted.
In the first to tenth embodiments described above, a member, a base material, or the like by fixing with an adhesive or the like using a material having high ductility and high flexibility, that is, a material having extensibility, as a reinforcing material. Explains the reinforcement structure, reinforcement method, seismic isolation structure, seismic isolation method, etc. of the structure that controls the shape change, damage, etc. of the member by restraining the expansion of the apparent volume by installing it on the surface, inside, etc. did.
When a material that is inexpensive and easy to process and bond, such as a polyester sheet, is used as the reinforcing material, the Young's modulus of these reinforcing materials is about 1/10 that of concrete and 1/100 that of iron. Therefore, the effect of directly sharing a part of the load acting on the member in the elastic range in which the distortion is extremely small in the form of a reinforced concrete reinforcing bar is very small in proportion to the ratio of the above Young's modulus.
However, due to the action of repeated load, the material such as iron or concrete that mainly constitutes the member yields or cracks occur, and after the plastic deformation starts, the rigidity of the member decreases. Effects can be obtained. That is, the material such as concrete that constitutes the member becomes a powder through a granular material, and even after iron is greatly plastically deformed or broken, these are integrated and held, such as axial force holding ability, bending and shearing, etc. The ability to resist external forces can be demonstrated.
Since the reinforced member absorbs extremely large energy in the above-described series of repeated deformation processes while maintaining rigidity, the structure can be prevented from collapsing from sudden external forces such as earthquakes. About the example of the reinforced concrete pillar, the experimental result was shown in the part of 9th Embodiment.
FIG. 60 is a diagram showing the relationship between cumulative deformation of a reinforced member and hysteresis energy absorption due to the action of repeated loads. The horizontal axis represents cumulative deformation, and the vertical axis represents history absorbed energy. Even when the member is deformed with a finite crack, the material constituting the member is partially broken by being repeatedly subjected to an external force. Therefore, since the shearing force transmitted between the member and the reinforcing material is lowered accordingly, the reinforcing effect is reduced and the effect of maintaining the shape of the member is also reduced. The destruction of the material constituting the member due to the repeated load can be measured by the work applied by the external force, that is, the history absorbed energy.
Depending on the type and amount of the material, there is a certain limit (referred to as shape retention limit energy 275), and beyond this, the material behaves like a granule, so the shape of the member begins to change significantly. In the member reinforced by the method of the present invention, the cross section is circular and the overall shape is close to a shape in which spheres are connected. This significantly changes the shape of the structure.
The example of the seismic isolation members 155, 155a, and 155b shown in FIGS. 34 to 36 of the seventh embodiment minimizes the shape change after the shape retention limit energy 275 by prefetching this shape. Thus, it is aimed to increase the history absorption energy region that can ensure the usability of the structure after an earthquake, that is, the energy region of the input ground motion. This ingenuity of shape is one of the methods for enhancing the reinforcing effect.
Further, in the process before the shape retention limit energy 275, frictional force and heat are generated inside the member to destroy materials such as concrete constituting the member. As described in the explanation of FIG. 36 in the seventh embodiment, by mixing a special filler into the material such as concrete 167, the contents of the filler can be obtained by the heat and frictional force described above. It can exude and suppress a decrease in strength of the material, and the shape retention energy 275 can be increased.
As shown in FIG. 60, the feature of the method of the present invention is that it can deal with a wide range of energy regions and deformation regions, and can enhance the reinforcing effect. Furthermore, when the method of the present invention is used for the seismic isolation member, the amount of energy by which the material corresponding to the volume of the apparatus is almost completely pulverized is absorbed while the change in shape is minimized and the rigidity is maintained. be able to. This is a very efficient method as a seismic isolation member. Furthermore, a special filler is mixed and the material is reinforced inside using energy such as heat generated by external force work in the above process, so that the seismic isolation effect can be further enhanced.
Next, an eleventh embodiment will be described. In the eleventh embodiment, the fiber-based sheet-like reinforcing material or the belt-like reinforcing material used in the first to tenth embodiments is impregnated with resin. FIG. 61 is a diagram showing a tensile stress-strain relationship between a reinforcing material impregnated with resin and a reinforcing material not impregnated. The vertical axis represents tension, and the horizontal axis represents elongation strain (%).
When the resin is impregnated, a curve 277 indicates a stress-strain relationship in which a polyester sheet-like woven fabric is impregnated with an epoxy resin and a tensile test is performed after the resin is cured. When not impregnated, the curve 279 shows a stress-strain relationship in which a tensile test was performed without impregnating the same sheet-shaped woven fabric with an epoxy resin.
In FIG. 61, comparing the curves of 277 when the resin is impregnated and 279 when the resin is not impregnated, the rigidity, that is, the secant gradient of the graph is remarkable in the range from 0% strain to about 3% by impregnating the resin. It can be seen that it can be deformed without breaking up to a large strain range. Similar test results can be obtained with a belt-like material made of polyester such as the polyester belt 199 shown in FIG.
The test results shown in FIG. 61 show that when the resin is impregnated, the resin does not deform in a small strain range by impregnating the resin with a sheet woven with polyester fiber or a band-shaped material. This shows that there is an effect of restraining and the rigidity is increased as compared with 279 when not impregnated. Further, when the deformation becomes large, when the resin is impregnated, 277 indicates that the deformation performance can be maintained up to a large strain of 15% or more as a result of losing the above-mentioned effect without greatly damaging the fiber.
Thus, by using the reinforcing material impregnated with the resin as the sheet-like reinforcing material or the belt-like reinforcing material used in the first to tenth embodiments, a single type of material can be used within a small distortion range. While enhancing the effect of suppressing deformation, it is possible to obtain a load holding effect in a large strain range. The reinforcing material of the eleventh embodiment can realize the reinforcing material 185 and the reinforcing material 187 of the eighth embodiment with a single type of material.
The preferred embodiments of the reinforcing structure, the reinforcing method, the seismic isolation structure, the seismic isolation method, the reinforcing material, and the like of the structure according to the present invention have been described above with reference to the accompanying drawings, but the present invention is limited to such examples. Not. It will be apparent to those skilled in the art that various changes or modifications can be conceived within the scope of the technical idea disclosed in the present application, and these are naturally within the technical scope of the present invention. Understood.
Industrial applicability
As described above, according to the present invention, a member, a reinforcing material, etc. excellent in toughness and load bearing capacity can be created quickly and inexpensively. The effect of the reinforcing material according to the present invention is effective for repairing, reinforcing, and the like of an existing structure, and can be used for a new structure. In both cases, it is possible to reduce the cost and construction period for satisfying the required performance as compared with the conventional method. Furthermore, the member according to the present invention, the reinforcing material, and the like can be used as a safety device against sudden external force such as an explosion that has been difficult to deal with with conventional members. Since the main elements of the member are installed on the outer peripheral surface as a reinforcing material, it is possible to easily create the member and improve the member performance at a low cost. In addition, by reusing structures that have deteriorated or suffered damage, existing structures and industrial resources can be effectively used, and industrial waste can be reduced.
In addition, the reinforcing structure, seismic isolation member, and reinforcing method of the structure according to the present invention include a case where the member to be reinforced has undulations or irregularities, is joined to another member or a non-structural member, or is extremely close Used when the reinforcing material may deteriorate due to the action of the member and the reinforcing material, the reinforcing material and the outside world, when the reinforcing effect is required from a small range of deformation to the large deformation, or when seismic isolation is required Suitable for
[Brief description of the drawings]
FIG. 1 is a perspective view of a member 1 on which a reinforcing member 5 is installed.
FIG. 2 is a cross-sectional view taken along the line AA in FIG.
FIG. 3 is a perspective view of the member 1 on which the reinforcing material 5 is installed.
FIG. 4 is a perspective view of the member 1 on which the reinforcing material 5 is installed.
FIG. 5 is a diagram showing the relationship between the load and deformation in the member 1.
FIG. 6 is a diagram showing the relationship between circumferential strain and deformation in the member 1.
FIG. 7 is a perspective view of a member divided by a gap.
FIG. 8 is a perspective view of a slice perpendicular to the axis of the member of FIG.
FIG. 9 is a diagram showing the stress-strain relationship of the reinforcing material.
FIG. 10 is a diagram showing the relationship between load and deformation in an unreinforced model column.
FIG. 11 is a diagram showing the relationship between the load and deformation in the SRF reinforced model column.
FIG. 12 is a diagram showing the relationship between positive peak load and deformation.
FIG. 13 is a diagram showing the relationship between member circumferential elongation strain and deformation.
FIG. 14 is a perspective view of a walled column on which a reinforcing material is installed.
FIG. 15 is a cross-sectional view of the walled column of FIG.
FIG. 16 is a sectional view of the walled pillar of FIG.
FIG. 17 is a perspective view of a member to be reinforced.
18 is a cross-sectional view taken along line AA of FIG. 17 after reinforcement.
FIG. 19 is a cross-sectional view taken along line AA of FIG. 17 after reinforcement.
FIG. 20 is a perspective view of a member to be reinforced.
FIG. 21 is a plan view of the connection reinforcing material 115.
FIG. 22 is a cross-sectional view taken along the line BB of FIG. 20 after reinforcement.
FIG. 23 is a view showing a part of the BB cross section of FIG. 20 after reinforcement.
FIG. 24 is a perspective view of the flat member 131 to be reinforced.
FIG. 25 is a perspective view of the connection reinforcing member 135.
FIG. 26 is a sectional view of the vicinity of the hole 133 of the flat member 131 after reinforcement.
FIG. 27 is a perspective view of the H-shaped member 143 after reinforcement.
FIG. 28 is a perspective view of the hollow member 149 after reinforcement.
FIG. 29 is a perspective view of the seismic isolation member 155.
FIG. 30 is an elevation view of a structure 153 using any of the seismic isolation members 155, 155a, 155b.
FIG. 31 is an elevation view of the structure 153 using any of the seismic isolation members 155, 155a, 155b.
FIG. 32 is an elevation view of the structure 153 using any of the seismic isolation members 155, 155a, 155b.
FIG. 33 is a vertical sectional view of the vicinity of the seismic isolation member 155b installed in the layer of the structure as shown in FIGS.
FIG. 34 is a vertical sectional view of the vicinity of the seismic isolation member 155a installed in the layer of the structure as shown in FIGS.
FIG. 35 is a horizontal sectional view of the seismic isolation member 155a.
FIG. 36 is a horizontal sectional view of the seismic isolation member 155b made of concrete.
FIG. 37 is a diagram showing forces acting on the vertical members 169 of the layers 157, 157a, 157b shown in FIGS. 30-32.
FIG. 38 is a view showing a part of a cross section of the member 181 after reinforcement.
FIG. 39 is a graph showing the load deformation relationship of the member 181.
FIG. 40 is a plan view of the polyester belt 199.
FIG. 41 is a perspective view showing an example of a column 205 reinforced with a belt-like reinforcing material 201.
FIG. 42 is a perspective view showing an example of a column 205 reinforced with a belt-like reinforcing material 201.
FIG. 43 is an elevational view of the column 205 shown in FIG.
44 is a cross-sectional view of the vicinity of the surface of the column 205 shown in FIGS. 41 to 43. FIG.
FIG. 45 is a diagram showing the relationship between the effective adhesion length of the band-shaped reinforcing material 201 and the crack 215.
FIG. 46 is a schematic view of the column 205 subjected to axial force, bending and shearing.
FIG. 47 is a diagram showing a force for expanding the crack 215 generated in the pillar 205.
FIG. 48 is a diagram showing a deformation of the pillar 205.
FIG. 49 is a diagram showing an envelope of the horizontal force Q of the column 205 and the displacement history.
FIG. 50 is a diagram showing the relationship between the horizontal displacement, vertical displacement, and horizontal force of the column 205.
FIG. 51 is a diagram showing the restoring force characteristic relationship of the pillar 205.
FIG. 52 shows the cumulative horizontal displacement Σδ of the column 205._hFIG.
FIG. 53 is a detailed view of FIG.
FIG. 54 shows the cumulative horizontal displacement Σδ_hAnd vertical displacement δ_vIt is a figure which shows the relationship.
FIG. 55 is a perspective view showing a state in which connecting reinforcing members 269a and 269b are installed at the joint between the column 261 and the beam 263. FIG.
FIG. 56 is a perspective view showing a state in which strip-shaped reinforcing members 271a and 271b are installed at the joint portion between the column 261 and the beam 263. FIG.
FIG. 57 is a view showing a cross-sectional view of a joint portion between a column 261 and a beam 263 provided with a connection reinforcing material 269b and the like.
FIG. 58 is a diagram showing a flowchart for designing the amount of reinforcement.
FIG. 59 is a diagram showing a flowchart for designing the amount of reinforcement.
FIG. 60 is a diagram showing a relationship between cumulative deformation of a reinforced member and history absorbed energy.
FIG. 61 is a diagram showing a tensile stress-strain relationship between a reinforcing material impregnated with resin and a reinforcing material not impregnated.
FIG. 62 is a diagram showing the specifications of the specimen (experimental specifications), load conditions, experimental values, SRF reinforcement effects, and the like.
Explanation of symbols
1,31 members
3 Base material
5,37,75 Reinforcement
7,77 Bonding effective range
9,79 Reinforcement installation range
11 Adhesive
13,41 gap
15, 43 Gap width
17, 53 tension
19 Free space
21 Restraint section
33, 35 pieces
45 Shear force
49 Transmission shear force
51 Tensile stress
69 Wall Pillar
71 pillars
73 Wall
81 Effective range of geometric constraints
101,121 square member
103,123 flat member
105 slits
107a, 107b, 107c, 113a, 113b, 127, 129, 141, 145, 185, 187, 273a, 273b
109,111 adhesive
115,135 Adhesive reinforcement
117, 137, 269a, 269b Adhesive surface
119,139 connecting part
125,133 holes
147 Filler
153 Structure
155 Seismic isolation material
157, 157a, 157b layers
159 basics
181 members
183,189 Protective reinforcement
199 Polyester belt
201, 271a, 271b Band-shaped reinforcement
205,261 pillars
217 crack width
221 Tension
263 beams

Claims (58)

A reinforcing structure for a structure, which is reinforced by fixing a reinforcing material having high ductility and high flexibility to a base material made of at least one material constituting the member. Reinforcing the base material made of at least one material constituting the member by fixing a reinforcing material having high ductility and high flexibility,
Even after the gap occurs in the base material, the reinforcing material forms and holds an envelope surface that covers the base material in the vicinity of the gap,
A reinforcing structure for a structure, wherein the envelope surface serves as a transmission medium for stress acting on the base material across the gap. Reinforcing the base material made of at least one material constituting the member by fixing a reinforcing material having high ductility and high flexibility,
Even after the gap occurs in the base material, the reinforcing material forms and holds an envelope surface that covers the base material in the vicinity of the gap,
The envelope surface serves as a transmission medium for stress acting on the base material across the gap,
The structure for reinforcing a structure is characterized in that the transmission medium part is formed by elastic extension of the reinforcing material in a free section where the fixing is released by the generation of the gap. The required strength, the required Young's modulus, the required installation range, the required thickness and the required fixing strength of the reinforcing material are calculated in a limit state where the size of the gap generated in the base material reaches an allowable value. The reinforcing structure for a structure according to any one of claims 1 to 3. The required strength, required Young's modulus, required installation range, required thickness and required fixing strength of the reinforcing material are calculated in a limit state in which the size of the gap generated in the base material reaches an allowable value,
The reinforcing structure for a structure according to any one of claims 1 to 3, wherein the reinforcing material is imparted with a property that Young's modulus in the limit state is larger than Young's modulus immediately before breaking. . The reinforcing structure for a structure according to any one of claims 1 to 3, wherein the fixing strength is lower than the breaking strength of the base material and the reinforcing material. The structure for reinforcing a structure according to any one of claims 1 to 3, wherein the base material includes at least one of the following.
(1) Concrete or
(2) Steel frame or
(3) Bricks or
(4) Block or
(5) gypsum board or
(6) Tree or
(7) Rock or
(8) Soil or
(9) Sand or
(10) Resin or
(11) Metal The reinforcing structure for a structure according to any one of claims 1 to 3, wherein the reinforcing material is at least one of the following.
(1) Polyester fiber fabric or
(2) Polyester fiber fabric that has been heat set and / or resin impregnated The reinforcing structure for a structure according to any one of claims 1 to 3, wherein the reinforcing material is formed by coating or spraying. The reinforcing structure for a structure according to any one of claims 1 to 3, wherein the fixing is performed by an adhesive. The reinforcing structure for a structure according to any one of claims 1 to 3, wherein the fixing is performed by an adhesive, and the adhesive is preliminarily applied to the reinforcing material and stored. . A method for reinforcing a structure comprising reinforcing a reinforcing material having high ductility and high flexibility on a base material made of at least one material constituting a member. Reinforcing the base material made of at least one material constituting the member by fixing a reinforcing material having high ductility and high flexibility,
Even after the gap occurs in the base material, the reinforcing material forms and holds an envelope surface that covers the base material in the vicinity of the gap,
The method of reinforcing a structure according to claim 1, wherein the envelope surface serves as a transmission medium for stress acting on the base material across the gap. Reinforcing the base material made of at least one material constituting the member by fixing a reinforcing material having high ductility and high flexibility,
Even after the gap occurs in the base material, the reinforcing material forms and holds an envelope surface that covers the base material in the vicinity of the gap,
The envelope surface serves as a transmission medium for stress acting on the base material across the gap,
The method of reinforcing a structure, wherein the transmission medium part is formed by elastic extension of the reinforcing material in a free section where the fixing is released by the generation of the gap. The required strength, the required Young's modulus, the required installation range, the required thickness, and the required fixing strength of the reinforcing material are calculated in a limit state where the size of the gap generated in the base material reaches an allowable value. Item 15. The method for reinforcing a structure according to any one of items 12 to 14. The required strength, required Young's modulus, required installation range, required thickness and required fixing strength of the reinforcing material are calculated in a limit state in which the size of the gap generated in the base material reaches an allowable value,
The method for reinforcing a structure according to any one of claims 12 to 14, wherein the reinforcing material is imparted with a property that Young's modulus in the limit state is larger than Young's modulus immediately before breaking. . The method for reinforcing a structure according to any one of claims 12 to 14, wherein the fixing strength is smaller than the breaking strength of the base material and the reinforcing material. The method for reinforcing a structure according to any one of claims 12 to 14, wherein the base material includes at least one of the following.
(1) Concrete or
(2) Steel frame or
(3) Bricks or
(4) Block or
(5) gypsum board or
(6) Tree or
(7) Rock or
(8) Soil or
(9) Sand or
(10) Resin or
(11) Metal The method for reinforcing a structure according to any one of claims 12 to 14, wherein the reinforcing material is at least one of the following.
(1) Polyester fiber fabric or
(2) Polyester fiber fabric that has been heat set and / or resin impregnated The method for reinforcing a structure according to any one of claims 12 to 14, wherein the reinforcing material is formed by coating or spraying. The method for reinforcing a structure according to any one of claims 12 to 14, wherein the fixing is performed by an adhesive. The method for reinforcing a structure according to any one of claims 12 to 14, wherein the fixing is performed by an adhesive, and the adhesive is preliminarily applied and stored on the reinforcing material. . A reinforcing structure of a structure in which a reinforcing material having high ductility and high flexibility is installed on an outer peripheral surface of each base material constituting a plurality of adjacent members,
A reinforcing structure for a structure, wherein the reinforcing material is passed through a space penetrating between a base material constituting the first member adjacent to or joined to a base material constituting another member. 24. The reinforcing structure for a structure according to claim 23, wherein the space is a gap between a base material constituting the first member adjacent to or joined to the base material and a base material constituting the other member. . The said space is a through-hole provided in the junction part of the base material which comprises the base material which comprises the 1st member which adjoined or was joined, and another member. Reinforcement structure of the structure. The reinforcing structure for a structure according to claim 23, wherein the reinforcing material is a band-shaped material or a sheet-shaped material having an adhesive surface at least at one end. A method of reinforcing a structure in which a reinforcing material having high ductility and high flexibility is installed on the outer peripheral surface of each base material constituting a plurality of adjacent members,
A reinforcing method for a structure, characterized in that the reinforcing material is passed through a space penetrating between a base material constituting a first member that is adjacent or joined to a base material constituting another member. 28. The method for reinforcing a structure according to claim 27, wherein the space is a gap between a base material constituting the first member and a base material constituting the other member. 28. The method for reinforcing a structure according to claim 27, wherein the space is a through hole provided in a joint portion between the base material constituting the first member and the base material constituting the other member. . 28. The method of reinforcing a structure according to claim 27, wherein the reinforcing material is a sheet-like material or a belt-like material provided with an adhesive surface at least at one end. A reinforcing structure of a structure in which a reinforcing material having high ductility and high flexibility is installed on the outer peripheral surface of a base material constituting a flat member,
A reinforcing structure for a structure, wherein a reinforcing material having adhesive surfaces at both ends is passed through a space penetrating the base material. 32. The reinforcing structure for a structure according to claim 31, wherein the space is a through hole provided in a dot shape in the base material. A method of reinforcing a structure in which a reinforcing material having high ductility and high flexibility is installed on an outer peripheral surface of a base material constituting a flat member,
A reinforcing method of a structure, characterized in that a reinforcing material having adhesive surfaces at both ends is passed through a space penetrating the base material. 34. The method for reinforcing a structure according to claim 33, wherein the space is a through-hole provided in a dot shape in the base material. A reinforcing structure for a structure, wherein a reinforcing material having high ductility and high flexibility is formed in a cylindrical shape on the outside of a member, and the reinforcing material or the inside of the member is filled with a filler. A reinforcing method of a structure, wherein a reinforcing material having high ductility and high flexibility is formed in a cylindrical shape outside a member, and the reinforcing material or the inside of the member is filled with a filler. A base-isolated structure characterized by installing a reinforcing material having high ductility and high flexibility around a base material constituting a member. 38. The seismic isolation structure according to claim 37, wherein a filler is mixed in the base material. A seismic isolation method characterized by installing a reinforcing material having high ductility and high flexibility around a base material constituting a member. 40. The seismic isolation method according to claim 39, wherein a filler is mixed in the base material. A reinforcing structure of a structure in which a reinforcing material having high ductility and high flexibility is installed on the outer peripheral surface of a member,
A reinforcing structure for a structure, wherein a plurality of the reinforcing materials are installed in multiple. The reinforcing structure for a structure according to claim 41, wherein the plurality of reinforcing materials have different Young's moduli, and any of them exhibits a reinforcing effect according to a deformation amount of the member. The plurality of reinforcing members are composed of a first reinforcing member that shares stress acting on the member, and a second reinforcing member that restricts the expansion of the apparent volume of the member. 41. A reinforcing structure for a structure according to 41. The reinforcing structure for a structure according to claim 41, wherein a reinforcing material that relaxes the action from the member and / or the outside world is further used as the plurality of reinforcing materials. A method of reinforcing a structure in which a reinforcing material having high ductility and high flexibility is installed on an outer peripheral surface of a member,
A method of reinforcing a structure, wherein a plurality of the reinforcing materials are installed in a multiplex manner. 46. The method of reinforcing a structure according to claim 45, wherein the plurality of reinforcing members have different Young's moduli, and any one of them exhibits a reinforcing effect according to the deformation amount of the member. The plurality of reinforcing members are composed of a first reinforcing member that shares stress acting on the member, and a second reinforcing member that restricts the expansion of the apparent volume of the member. 45. A method of reinforcing a structure according to 45. 46. The method for reinforcing a structure according to claim 45, wherein a reinforcing material that relaxes the action from the member and / or the outside world is further used as the plurality of reinforcing materials. It is a reinforcing structure for a structure that reinforces a plurality of members that are connected or integrated via a joint,
A reinforcing structure for a structure, wherein a reinforcing material having a high ductility and a high flexibility is installed around the member, and the reinforcing material is installed on the joint at the end of the joint. A method of reinforcing a structure that reinforces a plurality of members connected or integrated via a joint,
A reinforcing method of a structure, wherein a reinforcing material having a high ductility and a high flexibility is installed around the member, and the reinforcing material is installed at the joint portion. A reinforcing structure for a structure, wherein a reinforcing material having high ductility and high flexibility is fixed on an outer periphery of a member, and shape change of the member is controlled based on a gap width assumed to occur in the member. 52. The reinforcing structure for a structure according to claim 51, wherein the reinforcing material is installed in a direction crossing a gap assumed to be generated in the member. A method for reinforcing a structure, comprising fixing a reinforcing material having high ductility and high flexibility on an outer periphery of a member, and controlling a shape change of the member based on a gap width assumed to occur in the member. 54. The method of reinforcing a structure according to claim 53, wherein the reinforcing material is installed in a direction crossing a gap assumed to be generated in the member. A reinforcing material characterized by being provided with high ductility and high flexibility by weaving, and is installed on the surface or inside of a member of a structure to reinforce the member. 56. The reinforcing material according to claim 55, wherein the tensile breaking strain is 10% or more, the bending deformation angle is 90 degrees or more, and the shear deformation angle is 2 degrees or more. Reinforcement characterized in that the Young's modulus in the limit state is given by the heat setting or / and resin impregnation is larger than the Young's modulus just before the breakage, and the member is installed on the surface or inside the structural member to reinforce the member. Wood. 58. The reinforcing material according to claim 57, wherein the elongation strain in the limit state is a value within a range of 0.1% to 10%.

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