JP2012167538A

JP2012167538A - High-strength tension-applicable binding and reinforcing method of wooden structure

Info

Publication number: JP2012167538A
Application number: JP2012047295A
Authority: JP
Inventors: Goji Saito; 剛司齋藤
Original assignee: Individual
Current assignee: Individual
Priority date: 2012-02-14
Filing date: 2012-02-14
Publication date: 2012-09-06
Anticipated expiration: 2032-02-14
Also published as: JP5162036B2

Abstract

PROBLEM TO BE SOLVED: To provide a safe building having structural resistance to earthquakes and tsunami waves, based on the structural calculation standard established after the Tohoku earthquake disaster on design methods of safe buildings having structural resistance to tsunami waves.SOLUTION: Binding with a steel plate 10a extending over a column and a sill or a beam of a wooden structure frame 50 prevents the damage of the column end or the breakage of a tenon of the column due to a large horizontal shear stress acting on the working surface caused by tsunami waves. The binding allows for the structural calculation to transmit the vertical drawing stress to upper and lower stories or a footing 60. In the binding method for structural reinforcement between each of the stories of the wooden structure and the footing or a horizontal member using a long screw to bind to a wooden part, tension is applied to a molded continuous fiber sheet 20b bonded with the steel plate 10a using a tension device 70 for securing initial rigidity.

Description

本発明は木造構造駆体の柱と土台や桁に跨って設ける鋼板で緊結し、津波作用応力で作用面に働く大きな水平せん断応力による柱端部の損傷や柱ホゾ破壊を防ぎ、鉛直に働く引き抜き応力を上下階や基礎に伝達する構造計算可能な緊結に関する。The present invention is tightly coupled with the steel structure pillar and the steel plate that straddles the foundation and girders, prevents damage to the column end due to the large horizontal shear stress acting on the working surface due to the tsunami acting stress, and column hozo destruction, and works vertically It relates to tight links that allow structural calculations to transmit pulling stress to upper and lower floors and foundations.

木構造での各階と基礎や横架材の構造補強で、長ビスにより木部に緊結する時、鋼板と接着された成型連続繊維シートを、緊張具を用いて緊張させ初期剛性を確保する緊結に関する。Tightening to secure the initial rigidity by tightening the molded continuous fiber sheet bonded to the steel plate with a tensioning tool when tightening the wooden part with long screws by reinforcing the structure of each floor and foundation and horizontal member with wooden structure About.

昨年発生の東北大震災で多くの家屋が地震の倒壊や津波により破壊し流され貴い命を失いました。地震の数倍の破壊力を持つ津波に対する木造建築物には、建築基準法にはありませんでした。Many houses were destroyed by the collapse of the earthquake and tsunami in the Great Tohoku Earthquake that occurred last year and lost their precious lives. A wooden building against a tsunami that has several times the destructive power of an earthquake was not in the Building Standards Act.

緊急に対処するため昨年１２月に法律が施行（非特許文献１）され津波に対し、構造耐力上安全な建築物の設計法等に係る追加知見が発表され、新しい津波に耐える構造計算基準ができました。
津波に耐える建築物には地震時の２倍から３倍の構造耐力が必要です。
また、耐久性では塩害による腐食を防ぐ基礎アンカーシステムが必要で在ることも解りました。A law was enforced in December last year to deal with urgent matters (Non-Patent Document 1), and additional knowledge on the design method of buildings that are safe in terms of structural strength was announced against the tsunami. I did it.
Buildings that can withstand tsunamis require structural strength twice to three times that of an earthquake.
We also found that a basic anchor system that prevents corrosion due to salt damage is necessary for durability.

津波や既存木造の耐震、耐津波の耐力強化のための耐震改修が急務です。There is an urgent need to improve the earthquake resistance of tsunamis and existing wooden structures to improve the tsunami resistance.

法律第１２３号（津波防災地域づくりに関する法律），同法施行規則第３１条第一号及び第二号（国交省告示第１３１８号）Law No. 123 (Act on Tsunami Disaster Prevention Community Development), Article 31 No. 1 and No. 2 (Ministry of Land, Infrastructure, Transport and Tourism Notification No. 1318)

従来検討されていなかった津波応力による木造建築物被害の低減と津波に耐える構造の耐震改修を容易に行う方法。A method of reducing damage to wooden buildings due to tsunami stress, which has not been studied before, and making earthquake-resistant repairs to structures that can withstand tsunami.

従来は、高強度な耐力壁（例えば特許文献１）と基礎を緊結するホールダウン金物の引き抜き許容耐力は２５ＫＮとそれ以下の組み合わせで満足できました。（例えば特許文献２，３，４，５）
しかし、津波基準では最大壁耐力９．８ＫＮから１４．７ＫＮ以上となり、上階との引き抜き耐力は基礎で５０ＫＮ相当が必要です。Previously, the pull-out allowable strength of hole-down hardware that ties the foundation with a high-strength bearing wall (for example, Patent Document 1) was satisfactory with a combination of 25KN or less. (For example, Patent Documents 2, 3, 4, and 5)
However, the maximum wall strength is 9.8KN to 14.7KN or more according to the tsunami standard, and the pulling strength with the upper floor is required to be equivalent to 50KN.

建物上部への水平力は鉛直荷重となり基礎の引き抜き応力や圧縮応力として伝わります。引っ張り応力に耐える基礎への定着力が必要です。
基礎内部のコンクリートへ連続繊維シートを直接定着させる（例えば特許文献２参照図１７，図１８）例は施工精度が達成されず引き抜きに必要な定着耐力の確保は難しい状況です。The horizontal force on the upper part of the building becomes a vertical load and is transmitted as the pulling stress or compressive stress of the foundation. A fixing force to the foundation that can withstand tensile stress is required.
In the example in which the continuous fiber sheet is directly fixed to the concrete inside the foundation (see, for example, Patent Document 2 Fig. 17 and Fig. 18), the construction accuracy is not achieved and it is difficult to secure the fixing strength required for drawing.

塩害対策としては、従来の太さの丸鋼のアンカーボルトはコンクリートとの定着耐力が小さいので、丸鋼を太くしなければなりません。太くすると木材の必要木幅が大きく必要となります。全ての木幅増加で材積は増加し価格は上昇します。As a countermeasure against salt damage, conventional round steel anchor bolts have a low anchorage strength to concrete, so the round steel must be thickened. If it is thick, the necessary width of the wood will be large. All wood width increases, the volume increases and the price increases.

耐震性を高める耐震改修では、既存木造建築物の引き抜き耐力確保のため、アンカーボルトの増設と曲げせん断耐力確保のため鉄筋の新たな補強で既存基礎と増設抱き合わせ基礎の一体化が必要です。（例えば非特許文献２）In seismic retrofits that enhance seismic resistance, it is necessary to integrate existing foundations and additional tie-up foundations with additional reinforcement of anchor bolts and new reinforcement of reinforcing bars to ensure bending strength of existing wooden buildings. (For example, Non-Patent Document 2)

既存基礎の接合面の目荒らしやアンカー筋そしてアンカーボルト設置で、既存コンクリート基礎はひび割れし、増設強化はあまり望めません。With the roughening of the joint surface of the existing foundation, anchor bars and anchor bolts, the existing concrete foundation is cracked, and it is not possible to expect much reinforcement.

また、耐震改修では既存木造建築物の水平耐力確保のため各階の床補強が必要です。床を支える梁は、経年変化で大きく撓むだり、割れや繊維破断で曲げ耐力は低下し、梁交換を余儀なくされています。
梁交換は床を一度解体しなければならず大きな労力と費用を要します。In addition, the seismic retrofits require floor reinforcement on each floor to ensure the horizontal strength of existing wooden buildings. The beams that support the floor are greatly deflected over time, and the bending strength is reduced due to cracks and fiber breaks, so the beams must be replaced.
To replace the beam, the floor must be dismantled once, which requires a lot of labor and cost.

連続繊維シートを木部に接着する場合は下地処理と接着剤塗布後速やかに接着面全体の圧締が必要ですが、脱泡処理だけで圧締は行われていないので、施工後剥がれる事故が多発しています。
本特許の接着メカニズムは木材の細胞内外に接着剤がくさび状に入り込み木繊維と一体になり接着される。圧締は１平方ミリメートル０．７Ｎ程度が必要と文献に記述されている。（例えば非特許文献３）
一方、鉄やコンクリートの無機質とは異なる接着メカニズムなのです。When bonding a continuous fiber sheet to a wood part, it is necessary to press the entire bonding surface immediately after the base treatment and adhesive application, but since the pressing is not performed only by defoaming, there is an accident that peels off after construction. It occurs frequently.
According to the adhesion mechanism of this patent, the adhesive enters the inside and outside of the wood into a wedge shape and is united with the wood fiber and bonded. It is described in the literature that the pressing requires about 1 square millimeter 0.7N. (For example, Non-Patent Document 3)
On the other hand, the adhesion mechanism is different from that of minerals of iron and concrete.

連続繊維シートの緊張は（例えば特許文献６図２８）のように鉄筋コンクリートの大がかりなもです。The tension of the continuous fiber sheet is a large amount of reinforced concrete as shown in Fig. 28 in Patent Document 6, for example.

また、連続繊維シートの緊張は（例えば特許文献第５及び６実施形態）のように接着剤を木材に塗布した緊結方法で先に記載の通り低い引っ張り耐力しかありません。In addition, the tension of the continuous fiber sheet has a low tensile strength as described above in a binding method in which an adhesive is applied to wood as in (for example, Patent Documents 5 and 6).

新しい津波に耐える木造建築物の基準に対応する構造仕様や国土交通大臣の定めた工法は無く建築基準法や日本建築学会の各種構造計算規準での構造計算で性能を確認するしか方法がありません。There is no structural specification corresponding to the standards of wooden buildings that can withstand the new tsunami and construction methods established by the Minister of Land, Infrastructure, Transport and Tourism, and the only way to check the performance is through structural calculations according to the Building Standards Act or various structural calculation standards of the Architectural Institute of Japan.

特許公開２００５−２０７２０４Patent Publication 2005-207204 特許公開２００４−２３８９０１Patent Publication 2004-238901 特許公開２００２−３１７４９２Patent Publication 2002-317492 特許公開２００９−２２１７８０Patent Publication 2009-221780 特許公開平１０−００２０２１Patent Publication 10-002021 特許公開平１１−１８２０６１Patent Publication 11-182061 （財）日本建築防災協会木造住宅の耐震補強の実務８８〜９１頁Japan Architectural Disaster Prevention Association, page 88-91 日本建築学会木質構造設計規準・同解説２００６年版３１５頁Architectural Institute of Japan, Wood Structure Design Standards / Comment 2006, page 315

本発明により高強度な木造建築物の耐力を必要とする津波に耐え、繰り返される高震度による耐震性低下を防ぐ。The present invention withstands a tsunami that requires the strength of a high-strength wooden building and prevents a decrease in earthquake resistance due to repeated high seismic intensity.

本発明により新築建物・耐震改修を構造計算で現行の最大耐震等級３（建築基準法の１．５倍）以上の木造建築物の性能を確保し、建築基準法の構造計算が可能な施工方法。Construction method that can guarantee the performance of wooden buildings that are higher than the current maximum earthquake resistance class 3 (1.5 times the Building Standards Act) and can calculate the structure of the Building Standards Act by structural calculation for new buildings and seismic retrofits according to the present invention .

請求項１の発明は木造構造駆体の柱と土台や桁に跨って設ける鋼板で緊結し、津波作用応力で作用面に働く大きな水平せん断応力による柱端部の損傷や柱ホゾ破壊を防ぎ、鉛直に働く引き抜き応力を各階や基礎に伝達する。The invention of claim 1 is tightly coupled with a steel structure straddling the pillar of the wooden structure body and the base and girders, preventing damage to the column end due to large horizontal shearing stress acting on the working surface due to tsunami acting stress and column hozo destruction, The pulling stress acting vertically is transmitted to each floor and foundation.

請求項１に記載の発明は性能の不確定な木部の建設現場接着は行わず、施工者を選ぶことなく長ビスによる引き抜き耐力とせん断耐力を終局モードとした耐力の明解な施工を特徴とする（例えば非特許文献４）The invention according to claim 1 is characterized in that the construction site is not bonded to the uncertain performance of the timber, and the construction is clear with the ultimate strength of the pull-out strength and the shear strength by the long screw without selecting the builder. (For example, Non-Patent Document 4)

請求項２に記載の発明は木造建築物の梁・柱や基礎など構造材に請求項１により緊結し、鋼板ガセットと接着される連続繊維シートそれぞれの接合部に作用する引っ張り応力に耐える接合方法で木質構造設計規準（例えば非特許文献５参照）により適性に効果を計算し正確に評価できることを特徴とする。The invention according to claim 2 is a joining method that withstands a tensile stress acting on a joining portion of each continuous fiber sheet to be bonded to a steel sheet gusset by being fastened to a structural material such as a beam, a column or a foundation of a wooden building according to claim 1 Thus, it is characterized in that the effect can be calculated appropriately and accurately evaluated according to the wood structure design criteria (for example, see Non-Patent Document 5).

請求項２に記載の発明は基礎内部のコンクリート定着を目的とする鋼板と成型連続繊維シートを接着したアンカープレートを特徴とする。The invention according to claim 2 is characterized by an anchor plate in which a steel sheet and a molded continuous fiber sheet for the purpose of fixing concrete inside the foundation are bonded.

請求項２に記載の発明は基礎の耐震改修でアンカープレートを増設基礎に設置することで曲げせん断耐力を確保し既存基礎の耐力を保持することを特徴とする。The invention described in claim 2 is characterized in that the bending plate shear strength is secured and the strength of the existing foundation is maintained by installing the anchor plate on the additional foundation by the seismic modification of the foundation.

請求項２に記載の発明のアンカープレートの設置方法（図３〜図４）は寸法の変化で必要な引き抜き耐力の構造計算可能を特徴とする。The anchor plate installation method according to the second aspect of the present invention (FIGS. 3 to 4) is characterized in that the structural calculation of the required pull-out strength can be performed by changing the dimensions.

請求項３に記載の発明は木造耐震改修の梁で経年変化で、撓んだ木材は割れやねじれが多く接着力は期待できません。断面不足で大きく下に曲がるのを補正するために成型連続繊維シートを引っ張る必要があります。（例えば特許文献５参照）ボルトネジでの緊結には０．５ＫＮから１．０ＫＮのトルクが掛かります。
成型連続繊維シートの弛みを取る６０ミリメートル程度の緊張用の穴がある鋼板ガセットを特徴とする。The invention described in claim 3 is a seismic retrofit beam for wooden construction, and the bent wood has many cracks and twists, and the adhesive strength cannot be expected. It is necessary to pull the molded continuous fiber sheet to compensate for bending down greatly due to insufficient cross section. (For example, see Patent Document 5) Tightening with bolts and screws will apply a torque of 0.5KN to 1.0KN.
It is characterized by a steel sheet gusset having a tension hole of about 60 mm that removes the slack of the molded continuous fiber sheet.

請求項４に記載の発明は請求項３の穴に設置して偏心軸をラグボルトで固定回転さて成型連続繊維シートが接着された鋼板プレートを移動させて成型連続繊維シートを緊張させる緊張具があることを特徴とする。According to a fourth aspect of the present invention, there is a tensioning device that is installed in the hole of the third aspect and moves the steel plate plate to which the formed continuous fiber sheet is bonded by rotating and fixing the eccentric shaft with a lug bolt to tension the formed continuous fiber sheet. It is characterized by that.

請求項５に記載の発明は請求項３に記載の成型連続繊維シートの折り曲げが可能な成型を特徴とする。The invention according to claim 5 is characterized in that the molded continuous fiber sheet according to claim 3 can be folded.

日本建築学会木質構造設計規準・同解説２００６年版３１頁から３６頁Architectural Institute of Japan, wood structure design criteria and explanation 2006 pages 31-36 日本建築学会木質構造計算規準・同解説許容応力度・許容耐力設計法接合部の設計Architectural Institute of Japan wood structure calculation criteria and explanation Explanation of allowable stress and allowable strength design method Joint design

高耐力で津波と地震対しに安全な木造建築物を提供する。Providing wooden structures with high strength and safety against tsunamis and earthquakes.

耐震改修で正確に評価できる安全な木造建築物を提供する。Providing safe wooden buildings that can be accurately evaluated by seismic retrofitting.

以下、本発明の実施の形態を図１〜図１５に基づいて説明する。Hereinafter, the embodiments of the present invention will be described with reference to FIGS. 1-15.

図１は実施形態１は鋼板プレート１０ａを木構造５０の柱５１から土台５２や梁５３に跨いで設け長ビス１３をビス穴１２から木構造５０に緊結して柱ホゾ５４を水平せん断作用応力から守るります。 FIG. 1 shows a first embodiment in which a steel plate 10a is provided across a column 51 of a wooden structure 50 from a base 52 or a beam 53, and a long screw 13 is tightly connected to the wooden structure 50 from a screw hole 12 to cause a column shear 54 to be subjected to horizontal shearing stress. I will protect you.

図２は実施形態１に係る垂直断面図で鋼板プレート１０ａを木構造５０の柱５１から土台５２や梁５３に跨いで設け長ビス１３をビス穴１２から木構造５０に緊結して柱ホゾ５４を水平せん断作用応力から守ります。 FIG. 2 is a vertical sectional view according to the first embodiment, in which the steel plate 10a is provided across the pillar 51 of the wooden structure 50 from the base 52 and the beam 53, and the long screw 13 is tightly connected to the wooden structure 50 from the screw hole 12 to form the pillar boss 54. Protects against horizontal shearing stress.

図３は実施形態２に係る正面図で実施形態１の鋼板プレート１０ａにアンカープレート４０に接着剤４５で接着された連続繊維シート２０ｂを基礎鉄筋６２に配筋後Ｌ型ボルト４２で横筋６１にナツト４３固定する。
上棟後実施形態１の鋼板プレート１０ａに接着剤１５で成型連続繊維シート２０ｂに接着剤３６を塗布して圧締プレート３０から長ビス３３で緊結する。
成型連続繊維シート２０に緊張が必要な場合は緊張用鋼板プレート１０ｂに接着剤１５を塗布して成型連続繊維シート２０ｂを架設ビス圧締し硬化させる。硬化後鋼板プレート１０ｂを仮固定して実施形態４の緊張具で繊維シート２０ｂを緊張し、圧締プレート３０の養生３６を剥がして接着剤３５を塗布し、木構造５０に緊結する。 FIG. 3 is a front view according to the second embodiment, and the continuous fiber sheet 20b bonded to the steel plate 10a of the first embodiment with the adhesive 45 to the anchor plate 40 is placed on the basic reinforcing bar 62 and then placed on the horizontal bar 61 with the L-shaped bolt 42. The nut 43 is fixed.
After the upper building, the adhesive plate 36 is applied to the molded continuous fiber sheet 20b with the adhesive 15 on the steel plate 10a of the first embodiment, and is fastened with the long screw 33 from the pressing plate 30.
When tension is required for the molded continuous fiber sheet 20, the adhesive 15 is applied to the tension steel plate 10b, and the molded continuous fiber sheet 20b is pressed and cured. After hardening, the steel plate 10b is temporarily fixed, the fiber sheet 20b is tensioned with the tensioning device of the fourth embodiment, the curing 36 of the pressing plate 30 is peeled off, the adhesive 35 is applied, and the wood structure 50 is tightly bonded.

図４は実施形態２に係る垂直断面図で実施形態１の鋼板プレート１０ａにアンカープレート４０が接着剤４５で接着された連続繊維シート２０ｂを基礎鉄筋６２に配筋後Ｌ型ボルト４２で横筋６１にナツト４３で固定し基礎コンクリートを打設し基礎は完成する。
上棟後実施形態１の鋼板プレート１０ａに接着剤１５で成型連続繊維シート２０ｂに接着剤３６を塗布して圧締プレート３０から長ビス３３で緊結する。
成型連続繊維シート２０に緊張が必要な場合は緊張用鋼板プレート１０ｂに接着剤１５を塗布して成型連続繊維シート２０ｂを架設ビス圧締し硬化させる。硬化後鋼板プレート１０ｂを仮固定して実施形態４の緊張具で繊維シート２０ｂを緊張し、圧締プレート３０の養生３６を剥がして接着剤３５を塗布し、木構造５０に緊結後緊張具７０を取り外す。 FIG. 4 is a vertical sectional view according to the second embodiment. The continuous fiber sheet 20b in which the anchor plate 40 is bonded to the steel plate 10a according to the first embodiment with the adhesive 45 is placed on the basic reinforcing bar 62 and then the horizontal bar 61 with the L-shaped bolt 42. The foundation is completed by fixing it with nuts 43 and placing foundation concrete.
After the upper building, the adhesive plate 36 is applied to the molded continuous fiber sheet 20b with the adhesive 15 on the steel plate 10a of the first embodiment, and is fastened with the long screw 33 from the pressing plate 30.
When tension is required for the molded continuous fiber sheet 20, the adhesive 15 is applied to the tension steel plate 10b, and the molded continuous fiber sheet 20b is pressed and cured. After hardening, the steel plate 10b is temporarily fixed, the fiber sheet 20b is tensioned with the tensioning device of the fourth embodiment, the curing 36 of the pressing plate 30 is peeled off, and the adhesive 35 is applied. Remove.

図５は実施形態２に係る垂直断面図で耐震改修の増設基礎で増設鉄筋に実施形態１の鋼板プレート１０ａとアンカープレート４０に接着剤４５で接着された連続繊維シート２０ｂを基礎鉄筋６２に配筋後Ｌ型ボルト４２で横筋６１にナツト４３で固定し基礎コンクリートを打設し基礎６０は完成する。
以降は前記と同様である。 FIG. 5 is a vertical sectional view according to the second embodiment, and the continuous fiber sheet 20b bonded to the steel plate 10a and the anchor plate 40 of the first embodiment with the adhesive 45 is arranged on the basic reinforcing bar 62 on the additional reinforcing steel on the additional foundation of the seismic retrofit. The foundation 60 is completed by fixing the foundation concrete with the nut 43 after fixing it with the nut 43 with the L-shaped bolt 42 after reinforcement.
The subsequent steps are the same as described above.

図６は実施形態２に係る正面図で高強度の耐力壁の実施形態１の鋼板プレート１ｄに接着剤１５を塗布し、連続繊維シート２０ｂの上に、圧締プレート３０の養生３６を剥がして接着剤３５を塗布し、長ビス３３で木構造５０に緊結する。 FIG. 6 is a front view according to the second embodiment, in which the adhesive 15 is applied to the steel plate 1d of the first embodiment of the high strength bearing wall, and the curing 36 of the pressing plate 30 is peeled off on the continuous fiber sheet 20b. The adhesive 35 is applied, and the wood structure 50 is fastened with the long screws 33.

図７は実施形態３に係る正面図で耐震改修の実施形態１の鋼板プレート１ａに接着剤１５で接着された連続繊維シート２０ｂを長ビスで木構造５０に緊結し緊張穴のある鋼板プレート１０ｂを柱に仮固定して実施形態４の緊張具で繊維シート２０ｂを緊張し、圧締プレート３０の養生３６を剥がして接着剤３５を塗布し、木構造５０に緊結後緊張具７０を取り外す。 FIG. 7 is a front view according to the third embodiment, and a continuous fiber sheet 20b bonded with the adhesive 15 to the steel plate 1a of the first embodiment of the seismic retrofit is bonded to the wooden structure 50 with a long screw and has a tension hole. Is temporarily fixed to the pillar, the fiber sheet 20b is tensioned with the tensioning device of the fourth embodiment, the curing 36 of the pressing plate 30 is peeled off, the adhesive 35 is applied, and the tensioning device 70 is removed from the wooden structure 50 after being fastened.

図８は実施形態１に係る斜視図の詳細図で鋼板プレート１０ａには木構造５０に長ビス１３で緊結するビス穴１１が穿孔されている。
同じく圧締プレートを緊結する長ビス３３のビス穴１２が穿孔されている。
鋼板プレート１０ａは接着面が工場で脱脂され養生シート１６が張られている。
養生シート１６を剥がし接着剤１５を塗布する。
連続繊維シート２０ａか成型連続繊維シート２０ｂを張り接着剤３５を上に塗布する。圧締プレート３０には工場で脱脂ご養生シート３６が張られている。
養生シート３６を剥がし圧締プレート３０の長ビス用穿孔３２から木構造５０に長ビス３３で圧締緊結する。 FIG. 8 is a detailed view of the perspective view according to the first embodiment, and a screw hole 11 that is fastened to the wooden structure 50 by a long screw 13 is drilled in the steel plate 10a.
Similarly, a screw hole 12 of a long screw 33 for fastening the pressing plate is drilled.
The steel sheet plate 10a is degreased at the factory and has a curing sheet 16 stretched thereon.
The curing sheet 16 is peeled off and the adhesive 15 is applied.
The continuous fiber sheet 20a or the molded continuous fiber sheet 20b is stretched and the adhesive 35 is applied thereon. A degreasing curing sheet 36 is stretched on the pressing plate 30 at the factory.
The curing sheet 36 is peeled off, and the long screw holes 32 of the pressure plate 30 are pressed and fastened to the wooden structure 50 with the long screws 33.

図９は実施形態２に係る斜視図の詳細図で鋼板アンカープレート４０は工場で連続繊維シート２０ａに接着され成型連続繊維シート２０ｂとなる。
鋼板アンカープレート４０は基礎６０の縦筋６２に寸法通りに結束された横筋６１にＬ型ボルト４２でナット４３で締め固定するし、基礎は完成する。
実施形態１の鋼板プレート１０ｃには木構造５０に長ビス１３で緊結するビス穴１１が穿孔されている。同じく圧締プレートを緊結する長ビス３３のビス穴１２が穿孔されている。
鋼板プレート１０ｃは接着面が工場で脱脂され養生シート１６が張られている。
養生シート１６を剥がし接着剤１５を塗布する。
成型連続繊維シート２０ｂを張り接着剤３５を上に塗布する。圧締プレート３０には工場で脱脂ご養生シート３６が張られている。
養生シート３６を剥がし圧締プレート３０の長ビス用穿孔３２から木構造５０に長ビス３３で圧締緊結する。 FIG. 9 is a detailed view of the perspective view according to the second embodiment, and the steel plate anchor plate 40 is bonded to the continuous fiber sheet 20a at the factory to become a molded continuous fiber sheet 20b.
The steel plate anchor plate 40 is fastened and fixed to the horizontal bars 61 bound to the vertical bars 62 of the foundation 60 with dimensions by the nuts 43 with L-shaped bolts 42, and the foundation is completed.
The steel plate 10c of the first embodiment is formed with a screw hole 11 that is fastened to the wooden structure 50 with a long screw 13. Similarly, a screw hole 12 of a long screw 33 for fastening the pressing plate is drilled.
The steel plate 10c has a bonded surface degreased at a factory and a curing sheet 16 is stretched.
The curing sheet 16 is peeled off and the adhesive 15 is applied.
The molded continuous fiber sheet 20b is stretched and the adhesive 35 is applied thereon. A degreasing curing sheet 36 is stretched on the pressing plate 30 at the factory.
The curing sheet 36 is peeled off, and the long screw holes 32 of the pressure plate 30 are pressed and fastened to the wooden structure 50 with the long screws 33.

図１０は実施形態２に係る新築基礎の斜視図で以降は図９の実施形態の説明通りである。 10 since a perspective view of a newly constructed foundation according to the second embodiment is described under the embodiment of FIG.

図１１は実施形態２に係る耐震改修基礎の斜視図で以降は図９の実施形態通りの説明である。 11 since a perspective view of retrofitting foundation according to the second embodiment is a description of embodiments as shown in FIG.

図１２は実施形態３に係る耐震改修の梁補強の斜視図で工場で製作された緊張用の穴のある鋼板プレート１０ｂの接着された成型連続繊維シート１０ｃを梁下に仮留めし梁中央に架設柱かサポートで梁が平らになる程度までジャッキアップする。鋼板プレート１０ｂの緊張用の穴の中心より偏る指定位置に木錐径９ミリメートルを梁下に穿孔７２ａし、緊張具７０をラグスクリューＭ１２で穿孔７２ａに固定する。緊張具の回転てこ７３を左に９０度回転させ成型連続繊維シート２０ｃを緊張させる。鋼板プレート１０ｂを長ビス１３で梁下に固定する。緊張具と架設ビスを取り、成型連続繊維シート２０ｃの屈曲部分に接着剤を塗布し小型の圧締プレートを長ビス１３で梁下に緊結する。 FIG. 12 is a perspective view of beam reinforcement for seismic retrofit according to the third embodiment. A formed continuous fiber sheet 10c bonded to a steel plate 10b with a hole for tension manufactured in a factory is temporarily fastened under the beam and placed at the center of the beam. Jack up to a level where the beam is flattened with a column or support. A 9 mm cone diameter is drilled 72a under the beam at a specified position deviating from the center of the tension hole of the steel plate 10b, and the tensioner 70 is fixed to the drill 72a with a lag screw M12. The rotating lever 73 of the tensioning tool is rotated 90 degrees to the left to tension the molded continuous fiber sheet 20c. The steel plate 10b is fixed under the beam with a long screw 13. The tension tool and the installation screw are taken, an adhesive is applied to the bent portion of the molded continuous fiber sheet 20 c, and a small pressing plate is fastened under the beam with the long screw 13.

図１３は実施形態５に係る成型連続繊維シート２０ｃの屈曲した形態の斜視図で緊張用の穴のある鋼板プレート１０ｂと成型連続繊維シート２０ｃが一体となり屈曲している。 FIG. 13 is a perspective view of a bent form of the molded continuous fiber sheet 20c according to the fifth embodiment. The steel plate 10b having a tension hole and the molded continuous fiber sheet 20c are integrally bent.

図１４Ａは実施形態４に係る円形鋼板７１に溶接された回転てこ７３を支える軸プレート７２で構成され、軸プレート７２には円形鋼板７１の心より偏った軸穴７２ａを持つ緊張具７０の平面図。
図１４Ｂは実施形態３に係る緊張用の穴のある鋼板プレート１０ｂの拡大平面図で穴の中心より偏った位置に回転軸穴経１３ミリメートル７２ａを設ける。
又、仮止め用の穴経１３ミリメートル７４を設ける。 FIG. 14A includes a shaft plate 72 that supports a rotating lever 73 welded to the circular steel plate 71 according to the fourth embodiment, and the shaft plate 72 has a flat surface of the tensioning device 70 having a shaft hole 72 a that is offset from the center of the circular steel plate 71. Figure.
FIG. 14B is an enlarged plan view of a steel plate 10b having a tension hole according to the third embodiment, and a rotational shaft hole diameter 13 mm 72a is provided at a position deviated from the center of the hole.
Also, a hole diameter 13 mm 74 for temporary fixing is provided.

図１５Ａは実施形態３に係る緊張用の穴のある鋼板プレート１０ｂにラグスクリュー７２ｂで固定された実施形態４に係る円形鋼板７０は回転てこを左に回転させて図１５Ｂに遷移し、１０ｂは上に移動するして緊張効果を出す。 FIG. 15A shows a circular steel plate 70 according to Embodiment 4 fixed to a steel plate 10b having a tension hole according to Embodiment 3 with a lag screw 72b, and the transition to FIG. Move up to produce a tension effect.

図１は実施形態１に係る正面図で鋼板プレートが柱から土台や梁を跨いで緊結される。FIG. 1 is a front view according to the first embodiment, in which a steel plate is fastened from a pillar to a base or a beam. 図２は実施形態１に係る垂直断面図で鋼板プレートが柱から土台や梁を跨いで緊結される。FIG. 2 is a vertical sectional view according to the first embodiment, in which a steel plate is fastened from a pillar to a base or a beam. 図３は実施形態２に係る正面図で実施形態１の鋼板プレートと基礎内部のアンカープレートが連続繊維シートで接着され基礎鉄筋に固定される。FIG. 3 is a front view according to Embodiment 2, in which the steel plate plate of Embodiment 1 and the anchor plate inside the foundation are bonded with a continuous fiber sheet and fixed to the foundation rebar. 図４は実施形態２に係る垂直断面図で実施形態１の鋼板プレートと基礎内部のアンカープレートが連続繊維シートで接着され基礎鉄筋に固定される。FIG. 4 is a vertical sectional view according to the second embodiment, in which the steel plate plate of the first embodiment and the anchor plate inside the foundation are bonded with a continuous fiber sheet and fixed to the foundation rebar. 図５は実施形態２に係る垂直断面図で実施形態１の鋼板プレートと基礎内部のアンカープレートが連続繊維シートで接着され基礎鉄筋に固定される。FIG. 5 is a vertical sectional view according to the second embodiment, in which the steel plate plate of the first embodiment and the anchor plate inside the foundation are bonded with a continuous fiber sheet and fixed to the foundation rebar. 図６は実施形態２に係る正面図で耐力壁の実施形態１の鋼板プレートを接着剤で連続繊維シートに圧締プレートで接着し木構造緊結する。FIG. 6 is a front view according to the second embodiment, in which the steel plate plate of the first embodiment of the bearing wall is bonded to the continuous fiber sheet with an adhesive with a pressing plate, and is bonded to a wooden structure. 図７は実施形態３に係る正面図で耐震改修の実施形態１の鋼板プレートに接着された連続繊維シートを緊張穴のある鋼板プレートで繊維シートを緊張し、圧締プレートで接着して木構造緊結する。FIG. 7 is a front view according to the third embodiment, and the continuous fiber sheet bonded to the steel plate of the first embodiment of the earthquake-resistant repair is tensioned with the steel plate having a tension hole, and the fiber sheet is bonded with the pressing plate to form a wooden structure. Tighten up. 図８は実施形態１に係る斜視図の詳細図。FIG. 8 is a detailed perspective view according to the first embodiment. 図９は実施形態２に係る斜視図の詳細図。FIG. 9 is a detailed perspective view according to the second embodiment. 図１０は実施形態２に係る新築基礎の斜視図。FIG. 10 is a perspective view of a newly built foundation according to the second embodiment. 図１１は実施形態２に係る耐震改修基礎の斜視図。FIG. 11 is a perspective view of an earthquake-proof repair foundation according to the second embodiment. 図１２は実施形態３に係る耐震改修の梁補強の斜視図。FIG. 12 is a perspective view of beam reinforcement for seismic retrofit according to the third embodiment. 図１３は実施形態５に係る成型連続繊維の屈曲した形態の斜視図FIG. 13 is a perspective view of a bent form of the molded continuous fiber according to the fifth embodiment. 図１４Ａは実施形態４に係る円形鋼板に溶接された回転てこのある緊張具図１４Ｂは実施形態３に係る緊張用の穴のある鋼板プレートの拡大平面図14A is a tension tool with a rotating lever welded to a circular steel plate according to Embodiment 4. FIG. 14B is an enlarged plan view of a steel plate having a tension hole according to Embodiment 3. FIG. 図１５Ａは実施形態３に係る緊張用の穴のある鋼板プレートにラグスクリュー固定された状態。図１５Ｂは緊張位置まで移動した状態の平面図。FIG. 15A shows a state in which a lag screw is fixed to a steel plate having a tension hole according to the third embodiment. FIG. 15B is a plan view showing a state in which it is moved to a tension position.

１０ａ現場接着の鋼板ガセットプレート
１０ｂ緊張用穴のある鋼板ガセットプレート
１０ｃ工場接着の鋼板ガセットプレート
１２鋼板ガセットのビス用穿孔
１３鋼板ガセットと構造材の緊結用長ビス
１５鋼板ガセットと連続繊維シートの接着剤
１６鋼板ガセットと養生シート
２０ａ連続繊維シート（現場接着）
２０ｂ連続繊維シート（工場と現場接着）
２０ｃ連続繊維シート（工場接着）
３０圧締プレート
３２圧締プレートのビス用穿孔
３３圧締プレートと構造材の緊結用長ビス
３５圧締プレートと連続繊維シートの接着剤
３６圧締プレートの養生シート
４０アンカープレート
４２アンカープレートを基礎鉄筋に固定するＬボルト
４３アンカープレートを基礎鉄筋に固定するナット
４５アンカープレートと連続繊維シートの接着剤
５０木造構造体（駆体）
５１柱
５２土台
５３梁・桁
５４柱ほぞ
６０基礎
６１アンカープレート固定用鉄筋
６２基礎鉄筋
７０緊張具
７１円形鋼板
７２軸プレート
７２ａ軸穴７２。
７２ｂラグスクリュー
７３回転てこ
７４仮止め用の穴10a Steel bonded gusset plate 10b Steel bonded gusset plate 10c with tension holes Steel bonded gusset plate 12 Steel gusset screw drilling 13 Steel plate gusset and long screw for fastening structural material 15 Adhesion between steel gusset and continuous fiber sheet Agent 16 Steel sheet gusset and curing sheet 20a Continuous fiber sheet (on-site bonding)
20b Continuous fiber sheet (factory and field adhesive)
20c continuous fiber sheet (factory bonding)
30 Clamping plate 32 Clamping plate screw perforation 33 Clamping plate and structural material long screw 35 Clamping plate and continuous fiber sheet adhesive 36 Clamping plate curing sheet 40 Anchor plate 42 Anchor plate based L bolts 43 for fixing to the reinforcing bars Nuts 45 for fixing the anchor plates to the basic reinforcing bars 45 Adhesive between anchor plate and continuous fiber sheet 50 Wooden structure
51 Column 52 Base 53 Beam / Girder 54 Column Mortise 60 Foundation 61 Anchor Plate Fixing Reinforcement 62 Foundation Reinforcement 70 Tensioning Tool 71 Circular Steel Plate 72 Shaft Plate 72a Shaft Hole 72
72b Lag screw 73 Rotating lever 74 Temporary fixing hole

建物上部への水平力は鉛直荷重となり基礎の引き抜き応力や圧縮芯力として伝わります。引っ張り応力に耐える基礎への定着力が必要です。
基礎内部のコンクリートへ連続繊維シートを直接定着させる（例えば特許文献２参照図１４，図１５）例は施工精度が達成されず引き抜きに必要な定着耐力の確保は難しい状況です。The horizontal force on the upper part of the building becomes a vertical load and is transmitted as the pull-out stress of the foundation and the compression core force. A fixing force to the foundation that can withstand tensile stress is required.
In the example in which the continuous fiber sheet is directly fixed to the concrete inside the foundation (see, for example, Patent Document 2 Fig. 14 and Fig. 15), it is difficult to secure the fixing strength required for drawing because the construction accuracy is not achieved.

連続繊維シートの緊張は（例えば特許文献６図２２）のように鉄筋コンクリートの大がかりなもです。The tension of the continuous fiber sheet is a large amount of reinforced concrete as shown in Fig. 22 (for example, Patent Document 6).

請求項２に記載の発明のアンカープレートの設置方法（図２（Ａ）〜図２（Ｂ））は寸法の変化で必要な引き抜き耐力の構造計算可能を特徴とする。The anchor plate installation method according to the second aspect of the present invention (FIG. 2 (A) to FIG. 2 (B)) is characterized in that the structural calculation of the required pull-out strength can be made by changing the dimensions.

以下、本発明の実施の形態を図１〜図２２に基づいて説明する。Hereinafter, the embodiments of the present invention will be described with reference to FIGS. 1 to 22.

図１（Ａ）は実施形態１は鋼板プレート１０ａを木構造５０の柱５１から土台５２や梁５３に跨いで設け長ビス１３をビス穴１２から木構造５０に緊結して柱ホゾ５４を水平せん断作用応力から守るります。In FIG. 1A, in Embodiment 1, the steel plate 10a is provided across the pillar 51 of the wooden structure 50 from the base 52 and the beam 53, and the long screw 13 is fastened to the wooden structure 50 from the screw hole 12 so that the pillar body 54 is horizontally disposed. Protects against shear stress.

図１（Ｂ）は実施形態１に係る垂直断面図で鋼板プレート１０ａを木構造５０の柱５１から土台５２や梁５３に跨いで設け長ビス１３をビス穴１２から木構造５０に緊結して柱ホゾ５４を水平せん断作用応力から守ります。FIG. 1B is a vertical sectional view according to the first embodiment, in which a steel plate 10a is provided across a pillar 51 of a wooden structure 50 from a base 52 or a beam 53, and a long screw 13 is tightly connected to the wooden structure 50 from a screw hole 12. Protects the column shaft 54 from horizontal shearing stress.

図２（Ａ）は実施形態２に係る正面図で実施形態１の鋼板プレート１０ａにアンカープレート４０に接着剤４５で接着された連続繊維シート２０ｂを基礎鉄筋６２に配筋後Ｌ型ボルト４２で横筋６１にナツト４３固定する。
上棟後実施形態１の鋼板プレート１０ａに接着剤１５で成型連続繊維シート２０ｂに接着剤３６を塗布して圧締プレート３０から長ビス３３で緊結する。
成型連続繊維シート２０に緊張が必要な場合は緊張用鋼板プレート１０ｂに接着剤１５を塗布して成型連続繊維シート２０ｂを架設ビス圧締し硬化させる。硬化後鋼板プレート１０ｂを仮固定して実施形態４の緊張具で繊維シート２０ｂを緊張し、圧締プレート３０の養生３６を剥がして接着剤３５を塗布し、木構造５０に緊結する。FIG. 2 (A) is a front view according to the second embodiment, and the continuous fiber sheet 20b bonded to the steel plate 10a of the first embodiment with the adhesive 45 to the anchor plate 40 is placed on the foundation rebar 62 with the L-shaped bolt 42 after the bar arrangement. The nut 43 is fixed to the transverse muscle 61.
After the upper building, the adhesive plate 36 is applied to the molded continuous fiber sheet 20b with the adhesive 15 on the steel plate 10a of the first embodiment, and is fastened with the long screw 33 from the pressing plate 30.
When tension is required for the molded continuous fiber sheet 20, the adhesive 15 is applied to the tension steel plate 10b, and the molded continuous fiber sheet 20b is pressed and cured. After hardening, the steel plate 10b is temporarily fixed, the fiber sheet 20b is tensioned with the tensioning device of the fourth embodiment, the curing 36 of the pressing plate 30 is peeled off, the adhesive 35 is applied, and the wood structure 50 is tightly bonded.

図２（Ｂ）は実施形態２に係る垂直断面図で実施形態１の鋼板プレート１０ａにアンカープレート４０が接着剤４５で接着された連続繊維シート２０ｂを基礎鉄筋６２に配筋後Ｌ型ボルト４２で横筋６１にナツト４３で固定し基礎コンクリートを打設し基礎は完成する。
上棟後実施形態１の鋼板プレート１０ａに接着剤１５で成型連続繊維シート２０ｂに接着剤３６を塗布して圧締プレート３０から長ビス３３で緊結する。
成型連続繊維シート２０に緊張が必要な場合は緊張用鋼板プレート１０ｂに接着剤１５を塗布して成型連続繊維シート２０ｂを架設ビス圧締し硬化させる。硬化後鋼板プレート１０ｂを仮固定して実施形態４の緊張具で繊維シート２０ｂを緊張し、圧締プレート３０の養生３６を剥がして接着剤３５を塗布し、木構造５０に緊結後緊張具７０を取り外す。FIG. 2B is a vertical cross-sectional view according to the second embodiment, and the continuous fiber sheet 20b in which the anchor plate 40 is bonded to the steel plate 10a of the first embodiment with the adhesive 45 is placed on the basic rebar 62 and then the L-shaped bolt 42 is arranged. Then, the foundation is completed by fixing the foundation concrete with the nut 43 on the transverse bar 61.
After the upper building, the adhesive plate 36 is applied to the molded continuous fiber sheet 20b with the adhesive 15 on the steel plate 10a of the first embodiment, and is fastened with the long screw 33 from the pressing plate 30.
When tension is required for the molded continuous fiber sheet 20, the adhesive 15 is applied to the tension steel plate 10b, and the molded continuous fiber sheet 20b is pressed and cured. After hardening, the steel plate 10b is temporarily fixed, the fiber sheet 20b is tensioned with the tensioning device of the fourth embodiment, the curing 36 of the pressing plate 30 is peeled off, and the adhesive 35 is applied. Remove.

図２（Ｃ）は実施形態２に係る垂直断面図で耐震改修の増設基礎で増設鉄筋に実施形態１の鋼板プレート１０ａとアンカープレート４０に接着剤４５で接着された連続繊維シート２０ｂを基礎鉄筋６２に配筋後Ｌ型ボルト４２で横筋６１にナツト４３で固定し基礎コンクリートを打設し基礎６０は完成する。
以降は前記と同様である。FIG. 2C is a vertical cross-sectional view according to the second embodiment, and the continuous fiber sheet 20b bonded to the steel plate 10a and the anchor plate 40 of the first embodiment with an adhesive 45 is added to the additional rebar in the extension base of the earthquake-proof repair. After arranging the bars, the L-type bolts 42 are fixed to the horizontal bars 61 with the nuts 43, and the foundation concrete is placed, whereby the foundation 60 is completed.
The subsequent steps are the same as described above.

図３は実施形態２に係る正面図で高強度の耐力壁の実施形態１の鋼板プレート１ｄに接着剤１５を塗布し、連続繊維シート２０ｂの上に、圧締プレート３０の養生３６を剥がして接着剤３５を塗布し、長ビス３３で木構造５０に緊結する。FIG. 3 is a front view according to the second embodiment, in which the adhesive 15 is applied to the steel plate 1d of the first embodiment of the high strength bearing wall, and the curing 36 of the pressing plate 30 is peeled off on the continuous fiber sheet 20b. The adhesive 35 is applied, and the wood structure 50 is fastened with the long screws 33.

図４は実施形態３に係る正面図で耐震改修の実施形態１の鋼板プレート１ａに接着剤１５で接着された連続繊維シート２０ｂを長ビスで木構造５０に緊結し緊張穴のある鋼板プレート１０ｂを柱に仮固定して実施形態４の緊張具で繊維シート２０ｂを緊張し、圧締プレート３０の養生３６を剥がして接着剤３５を塗布し、木構造５０に緊結後緊張具７０を取り外す。FIG. 4 is a front view according to the third embodiment, and a continuous fiber sheet 20b bonded to the steel plate 1a of the first embodiment of the earthquake-proof repair with the adhesive 15 is fastened to the wooden structure 50 with a long screw and has a tension hole. Is temporarily fixed to the pillar, the fiber sheet 20b is tensioned with the tensioning device of the fourth embodiment, the curing 36 of the pressing plate 30 is peeled off, the adhesive 35 is applied, and the tensioning device 70 is removed from the wooden structure 50 after being fastened.

図５は実施形態２に係る斜視図の詳細図で鋼板プレート１０ａには木構造５０に長ビス１３で緊結するビス穴１１が穿孔されている。
同じく圧締プレートを緊結する長ビス３３のビス穴１２が穿孔されている。
鋼板プレート１０ａは接着面が工場で脱脂され養生シート１６が張られている。
養生シート１６を剥がし接着剤１５を塗布する。
連続繊維シート２０ａか成型連続繊維シート２０ｂを張り接着剤３５を上に塗布する。圧締プレート３０には工場で脱脂ご養生シート３６が張られている。
養生シート３６を剥がし圧締プレート３０の長ビス用穿孔３２から木構造５０に長ビス３３で圧締緊結する。FIG. 5 is a detailed view of a perspective view according to the second embodiment. A screw hole 11 is formed in the steel plate 10a so as to be fastened to the wooden structure 50 with a long screw 13.
Similarly, a screw hole 12 of a long screw 33 for fastening the pressing plate is drilled.
The steel sheet plate 10a is degreased at the factory and has a curing sheet 16 stretched thereon.
The curing sheet 16 is peeled off and the adhesive 15 is applied.
The continuous fiber sheet 20a or the molded continuous fiber sheet 20b is stretched and the adhesive 35 is applied thereon. A degreasing curing sheet 36 is stretched on the pressing plate 30 at the factory.
The curing sheet 36 is peeled off, and the long screw holes 32 of the pressure plate 30 are pressed and fastened to the wooden structure 50 with the long screws 33.

図６は実施形態２に係る斜視図の詳細図で鋼板アンカープレート４０は工場で連続繊維シート２０ａに接着され成型連続繊維シート２０ｂとなる。
鋼板アンカープレート４０は基礎６０の縦筋６２に寸法通りに結束された横筋６１にＬ型ボルト４２でナット４３で締め固定するし、基礎は完成する。
実施形態１の鋼板プレート１０ｃには木構造５０に長ビス１３で緊結するビス穴１１が穿孔されている。同じく圧締プレートを緊結する長ビス３３のビス穴１２が穿孔されている。
鋼板プレート１０ｃは接着面が工場で脱脂され養生シート１６が張られている。
養生シート１６を剥がし接着剤１５を塗布する。
成型連続繊維シート２０ｂを張り接着剤３５を上に塗布する。圧締プレート３０には工場で脱脂ご養生シート３６が張られている。
養生シート３６を剥がし圧締プレート３０の長ビス用穿孔３２から木構造５０に長ビス３３で圧締緊結する。FIG. 6 is a detailed view of the perspective view according to the second embodiment, and the steel plate anchor plate 40 is bonded to the continuous fiber sheet 20a at the factory to become a molded continuous fiber sheet 20b.
The steel plate anchor plate 40 is fastened and fixed to the horizontal bars 61 bound to the vertical bars 62 of the foundation 60 with dimensions by the nuts 43 with L-shaped bolts 42, and the foundation is completed.
The steel plate 10c of the first embodiment is formed with a screw hole 11 that is fastened to the wooden structure 50 with a long screw 13. Similarly, a screw hole 12 of a long screw 33 for fastening the pressing plate is drilled.
The steel plate 10c has a bonded surface degreased at a factory and a curing sheet 16 is stretched.
The curing sheet 16 is peeled off and the adhesive 15 is applied.
The molded continuous fiber sheet 20b is stretched and the adhesive 35 is applied thereon. A degreasing curing sheet 36 is stretched on the pressing plate 30 at the factory.
The curing sheet 36 is peeled off, and the long screw holes 32 of the pressure plate 30 are pressed and fastened to the wooden structure 50 with the long screws 33.

図７は実施形態２に係る新築基礎の斜視図で以降は図６の実施形態の説明通りである。FIG. 7 is a perspective view of a newly constructed foundation according to the second embodiment, and the rest is as described in the embodiment of FIG.

図８は実施形態２に係る耐震改修基礎の斜視図で以降は図６の実施形態通りの説明である。FIG. 8 is a perspective view of the foundation for earthquake-proof repair according to the second embodiment, and the following explanation is as in the embodiment of FIG.

図９は実施形態３に係る耐震改修の梁補強の斜視図で工場で製作された緊張用の穴のある鋼板プレート１０ｂの接着された成型連続繊維シート１０ｃを梁下に仮留めし梁中央に架設柱かサポートで梁が平らになる程度までジャッキアップする。
鋼板プレート１０ｂの緊張用の穴の中心より偏る指定位置に木錐径９ミリメートルを梁下に穿孔７２ａし、緊張具７０をラグスクリューＭ１２で穿孔７２ａに固定する。緊張具の回転てこ７３を左に９０度回転させ成型連続繊維シート２０ｃを緊張させる。鋼板プレート１０ｂを長ビス１３で梁下に固定する。緊張具と架設ビスを取り、成型連続繊維シート２０ｃの屈曲部分に接着剤を塗布し小型の圧締プレートを長ビス１３で梁下に緊結する。FIG. 9 is a perspective view of beam reinforcement for seismic retrofit according to the third embodiment. A formed continuous fiber sheet 10c bonded to a steel plate 10b with a hole for tension produced in a factory is temporarily fastened under the beam and is centered in the beam. Jack up to a level where the beam is flattened with a column or support.
A 9 mm cone diameter is drilled 72a under the beam at a specified position deviating from the center of the tension hole of the steel plate 10b, and the tensioner 70 is fixed to the drill 72a with a lag screw M12. The rotating lever 73 of the tensioning tool is rotated 90 degrees to the left to tension the molded continuous fiber sheet 20c. The steel plate 10b is fixed under the beam with a long screw 13. The tension tool and the installation screw are taken, an adhesive is applied to the bent portion of the molded continuous fiber sheet 20 c, and a small pressing plate is fastened under the beam with the long screw 13.

図１０は実施形態５に係る成型連続繊維シート２０ｃの屈曲した形態の斜視図で緊張用の穴のある鋼板プレート１０ｂと成型連続繊維シート２０ｃが一体となり屈曲している。FIG. 10 is a perspective view of a bent form of the molded continuous fiber sheet 20c according to the fifth embodiment. The steel plate 10b having a tension hole and the molded continuous fiber sheet 20c are integrally bent.

図１１Ａは実施形態４に係る円形鋼板７１に溶接された回転てこ７３を支える軸プレート７２で構成され、軸プレート７２には円形鋼板７１の心より偏った軸穴７２ａを持つ緊張具７０の平面図。
図１１Ｂは実施形態３に係る緊張用の穴のある鋼板プレート１０ｂの拡大平面図で穴の中心より偏った位置に回転軸穴経１３ミリメートル７２ａを設ける。
又、仮止め用の穴経１３ミリメートル７４を設ける。Figure 11 A is composed of the axial plate 72 for supporting the rotation lever 73 which is welded to a circular steel plate 71 according to the fourth embodiment, the shaft plate 72 of the tensioning tool 70 having a biased shaft hole 72a from the hearts of the circular steel plate 71 Plan view.
Figure 11 B is provided with a rotary shaft Anakei 13 mm 72a to biased away from the center of the hole in the enlarged plan view of a steel plate 10b with a hole for tension according to the third embodiment.
Also, a hole diameter 13 mm 74 for temporary fixing is provided.

図１２Ａは実施形態３に係る緊張用の穴のある鋼板プレート１０ｂにラグスクリュー７２ｂで固定された実施形態４に係る円形鋼板７０は回転てこを左に回転させて図１２Ｂに遷移し、１０ｂは上に移動するして緊張効果を出す。Figure 12 A circular steel plate 70 rotates the rotary lever to the left transition in FIG. 12 B according to the embodiment 4 fixed with lag screw 72b in steel plate 10b with a hole for tension according to the third embodiment, 10b moves up to produce a tension effect.

図１（Ａ）は実施形態１に係る正面図で鋼板プレートが柱から土台や梁を跨いで緊結される。図１（Ｂ）は実施形態１に係る垂直断面図で鋼板プレートが柱から土台や梁を跨いで緊結される。FIG. 1A is a front view according to the first embodiment, in which a steel plate is fastened across a pillar and a base or a beam. FIG. 1B is a vertical sectional view according to the first embodiment, in which a steel plate is fastened across a pillar and a base or a beam. 図２（Ａ）は実施形態２に係る正面図で実施形態１の鋼板プレートと基礎内部のアンカープレートが連続繊維シートで接着され基礎鉄筋に固定される。図２（Ｂ）は実施形態２に係る垂直断面図で実施形態１の鋼板プレートと基礎内部のアンカープレートが連続繊維シートで接着され基礎鉄筋に固定される。図２（Ｃ）は実施形態２に係る垂直断面図で実施形態１の鋼板プレートと基礎内部のアンカープレートが連続繊維シートで接着され基礎鉄筋に固定される。FIG. 2A is a front view according to Embodiment 2, in which the steel plate plate of Embodiment 1 and the anchor plate inside the foundation are bonded with a continuous fiber sheet and fixed to the foundation rebar. FIG. 2B is a vertical sectional view according to the second embodiment, and the steel plate plate of the first embodiment and the anchor plate inside the foundation are bonded with a continuous fiber sheet and fixed to the foundation rebar. FIG. 2C is a vertical sectional view according to the second embodiment, in which the steel plate plate of the first embodiment and the anchor plate inside the foundation are bonded with a continuous fiber sheet and fixed to the foundation rebar. 図３は実施形態２に係る正面図で耐力壁の実施形態１の鋼板プレートを接着剤で連続繊維シートに圧締プレートで接着し木構造緊結する。FIG. 3 is a front view according to the second embodiment, in which the steel plate plate of the first embodiment of the load bearing wall is bonded to the continuous fiber sheet with an adhesive with a pressing plate, and is bonded to a wooden structure. 図４は実施形態３に係る正面図で耐震改修の実施形態１の鋼板プレートに接着された連続繊維シートを緊張穴のある鋼板プレートで繊維シートを緊張し、圧締プレートで接着して木構造緊結する。FIG. 4 is a front view according to the third embodiment, and the continuous fiber sheet bonded to the steel plate of the first embodiment of the earthquake-resistant repair is tensioned with the steel plate having a tension hole, and the fiber sheet is bonded with the pressing plate to form a wooden structure. Tighten up. 図５は実施形態１に係る斜視図の詳細図。FIG. 5 is a detailed perspective view according to the first embodiment. 図６は実施形態２に係る斜視図の詳細図。FIG. 6 is a detailed view of a perspective view according to the second embodiment. 図７は実施形態２に係る新築基礎の斜視図。FIG. 7 is a perspective view of a newly built foundation according to the second embodiment. 図８は実施形態２に係る耐震改修基礎の斜視図。FIG. 8 is a perspective view of an earthquake-proof repair foundation according to the second embodiment. 図９は実施形態３に係る耐震改修の梁補強の斜視図。FIG. 9 is a perspective view of beam reinforcement for seismic retrofit according to the third embodiment. 図１０は実施形態５に係る成型連続繊維の屈曲した形態の斜視図FIG. 10 is a perspective view of a bent form of the continuous continuous fiber according to the fifth embodiment. 図１１Ａは実施形態４に係る円形鋼板に溶接された回転てこのある緊張具図１１Ｂは実施形態３に係る緊張用の穴のある鋼板プレートの拡大平面図FIG. 11A is a tension tool with a rotating lever welded to the circular steel plate according to the fourth embodiment. FIG. 11B is an enlarged plan view of a steel plate having a tension hole according to the third embodiment. 図１２Ａは実施形態３に係る緊張用の穴のある鋼板プレートにラグスクリュー固定された状態。図１２Ｂは緊張位置まで移動した状態の平面図。FIG. 12A shows a state in which a lag screw is fixed to a steel plate having a tension hole according to the third embodiment. FIG. 12B is a plan view showing a state in which it is moved to a tension position. 図１３は特許文献１の高強度の耐力壁の補強部材と補強構造を示す正面図。13 is a front view showing a reinforcing member and a reinforcing structure of a high-strength load-bearing wall disclosed in Patent Document 1. FIG. 図１４（ａ）は特許文献２の繊維シートを用いた接合補強材及び接合補強構造を示す斜視図。図１４（ｂ）は特許文献２の図１４（ａ）の側断面図。FIG. 14A is a perspective view showing a joint reinforcing material and a joint reinforcing structure using the fiber sheet of Patent Document 2. FIG. FIG. 14B is a side sectional view of FIG. 図１５は特許文献２の繊維シートが基礎に埋設された状態を示す斜視図。FIG. 15 is a perspective view showing a state in which the fiber sheet of Patent Document 2 is embedded in the foundation. 図１６は特許文献２のロープ状繊維シートが建築部材取り付けられ基礎に埋設された状態を示す斜視図。FIG. 16 is a perspective view showing a state in which the rope-like fiber sheet of Patent Document 2 is attached to a building member and embedded in a foundation. 図１７（Ａ）は特許文献３の接合補強材部材を示す斜視図。図１７（Ｂ）は特許文献３の接合補強材部材が建築部材取り付けられた状態を示す斜視図。FIG. 17A is a perspective view showing a joint reinforcing material member of Patent Document 3. FIG. FIG. 17B is a perspective view showing a state in which the joint reinforcing member of Patent Document 3 is attached to the building member. 図１８（Ａ）は特許文献４の接合補強材部材が建築部材取り付けられた状態を示す正面図。図１８（Ｂ）は特許文献４の接合補強材部材が建築部材取り付けられた状態を示す垂直断面図。FIG. 18 (A) is a front view showing a state where the joining reinforcement member of Patent Document 4 is attached to a building member. FIG. 18B is a vertical cross-sectional view showing a state where the joint reinforcing member of Patent Document 4 is attached to a building member. 図１９は特許文献５の接合補強材部材を示す斜視図。FIG. 19 is a perspective view showing a joint reinforcing member of Patent Document 5. 図２０（ａ，ｂ）は特許文献６の繊維シート接合補強材部材と補強方法を示す側面図。図２０（ｃ）は特許文献６の繊維シート接合補強材部材と補強方法を示す平面図。図２０（ｄ）は特許文献６の繊維シート接合補強材部材を示す斜視図。20 (a, b) is a side view showing a fiber sheet bonding reinforcing member and a reinforcing method of Patent Document 6. FIG. FIG. 20C is a plan view showing the fiber sheet bonding reinforcing member and the reinforcing method of Patent Document 6. FIG. FIG. 20 (d) is a perspective view showing a fiber sheet bonding reinforcing member of Patent Document 6. FIG. 図２１（ａ，ｂ）は特許文献６の繊維シート接合補強材部材を示す側面図。21 (a, b) is a side view showing a fiber sheet bonding reinforcement member of Patent Document 6. FIG. 図２２（ａ）は特許文献６の繊維シート緊張部材を示す平面図。図２２（ｂ）は特許文献６の繊維シート緊張部材を示す側面図。FIG. 22A is a plan view showing a fiber sheet tension member of Patent Document 6. FIG. FIG.22 (b) is a side view which shows the fiber sheet tension | tensile_strength member of patent document 6. FIG.

Claims

木造駆体の柱と土台や桁に跨って設ける鋼板と双方を緊結し津波作用応力など、大きな水平せん断応力による柱端部の破壊や柱ホゾ折れを防ぐ鋼板ガセット。Steel sheet gusset that prevents damage to the column end due to large horizontal shear stress, such as tsunami acting stress, and column bending of the wooden body and the steel plate installed across the base and girders.

木造構造材に長ビスで直接緊結する請求項１の鋼板ガセットに塩害で腐食しない連続繊維シートを接着し基礎コンクリート内部の鉄筋に正確に設置すて高強度な引き抜きに必要な定着耐力を得る成型連続繊維シートと一体の鋼板アンカープレート。Bonding a continuous fiber sheet that does not corrode due to salt damage to the steel sheet gusset of claim 1, which is directly bonded to a wooden structure with long screws, and accurately installing it on the reinforcing bar inside the foundation concrete to obtain the fixing strength required for high-strength drawing Steel plate anchor plate integrated with continuous fiber sheet.

請求項１の鋼板ガセットや木造梁等に長ビスで緊結する鋼板に設けられた６０ミリメートル程度の穴で、緊張具の偏心軸回転で成型連続繊維シートを緊張させ、初期剛性を高め、大きな引っ張り耐力を得る緊張用穴のある鋼板ガセット。A steel fiber gusset or a wooden beam as claimed in claim 1 is provided with a hole of about 60 mm in a steel plate that is fastened with a long screw, and the formed continuous fiber sheet is tensioned by rotating the eccentric shaft of the tensioning device, increasing the initial rigidity and increasing the tension. Steel gusset with tension holes for strength.

木造構造材に緊張用穴のある鋼板ガセットを軸移動させて連続繊維シートを緊張させる請求３に記載の、偏心回転軸穴のある緊張具。The tension tool with an eccentric rotation shaft hole according to claim 3, wherein the continuous fiber sheet is tensioned by axially moving a steel sheet gusset having a tension hole in a wooden structure material.

直線に成型された連続繊維シートには折り曲げ可能な未成型部分があり緊結後に圧締成型される屈曲できる請求項３に記載の成型連続繊維シートThe continuous fiber sheet according to claim 3, wherein the continuous fiber sheet formed in a straight line has a bendable unmolded portion and can be bent after being fastened.