TW201917263A - Reinforced building and manufacturing method thereof capable of easily and inexpensively executing reinforcement to an existing building - Google Patents

Reinforced building and manufacturing method thereof capable of easily and inexpensively executing reinforcement to an existing building Download PDF

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TW201917263A
TW201917263A TW107104096A TW107104096A TW201917263A TW 201917263 A TW201917263 A TW 201917263A TW 107104096 A TW107104096 A TW 107104096A TW 107104096 A TW107104096 A TW 107104096A TW 201917263 A TW201917263 A TW 201917263A
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reinforcing
area
concave
concave portion
column
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TW107104096A
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TWI759420B (en
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柿原巧弥
河本孝紀
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日商宇部興產建材股份有限公司
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Abstract

The present invention discloses a reinforced building and a manufacturing method thereof capable of easily and inexpensively executing reinforcement to an existing building. A reinforcement structure 2 of a reinforced building 3 includes a reinforcing column portion 21 arranged along a bottom overhead column 4c; a reinforcing leg portion 22 arranged along the bottom overhead column 4c; a reinforced beam portion 23 arranged along a bottom overhead beam 4d; and a reinforcing intersection portion 24 arranged at a position corresponding to an intersection portion 4e. The reinforcing leg portion 22 comprises a hardened body having a compressive strength equal to or greater than that of a concrete hardened body. The reinforcing intersection portion 24 comprises a hardened body having a compressive strength greater than that of the concrete hardened body. Anchoring steel bars 30, 31 extending in a communicating manner are provided inside the reinforcing leg portion 22 and a base 4a. A concave portion 6 that is recessed downward is provided on an upper surface of the base 4a. A convex portion 25 that protrudes downward is provided on a lower surface of the reinforcing leg portion 22. The concave portion 6 is fitted to the convex portion 25.

Description

已補強之建築物及其製造方法Reinforced building and its manufacturing method

本發明係關於一種藉由補強構造物而補強既有建築物的已補強之建築物及其製造方法。The present invention relates to a reinforced building that reinforces an existing building by reinforcing a structure and a method of manufacturing the same.

日本專利特開2005-155137號公報中揭示有一種補強工法，其一面將於工廠等預先製造之混凝土零件(預鑄混凝土製之補強單元)組裝一面與既有建築物之外側(外壁)一體化，而補強既有建築物。於組裝該等混凝土零件時，藉由插通於成為補強柱之混凝土零件(補強柱單元)與成為補強樑之混凝土零件(補強樑單元)之橫PC(Polycarbonate，聚碳酸酯)鋼材，而對該等預先賦予壓縮應力(預應力)，實現補強單元之耐震性能之提高。Japanese Patent Laid-Open Publication No. 2005-155137 discloses a reinforcing method in which one side of a prefabricated concrete part (a reinforcing unit made of concrete) is integrated with an outer side (outer wall) of an existing building. And reinforcing existing buildings. When assembling the concrete parts, by inserting the concrete parts (reinforcing column elements) which are the reinforcing columns and the transverse PC (polycarbonate) steel which is the concrete part (reinforcing beam unit) which is the reinforcing beam, These pre-stress stresses (pre-stress) are applied to improve the seismic performance of the reinforcing unit.

於使用如日本專利特開2005-155137號公報所揭示之補強單元之補強工法之情形時，必須將作為重量物之混凝土零件自工廠搬運至現場。另外，於該補強工法之情形時，需要用以製造補強單元之設備或將預應力賦予至補強單元之步驟。因此，導致補強工法之煩雜化或高成本化。 因此，本發明說明一種能夠簡易且低成本地進行既有建築物之補強的已補強之建築物及其製造方法。 [1]本發明之一個觀點之已補強之建築物具備：既有建築物；及補強構造物，其補強既有建築物。既有建築物具有：基礎部，其於內部包含鋼筋；柱部，其於內部包含鋼筋且設置於基礎部上；樑部，其於內部包含鋼筋；及交叉部，其位於柱部及樑部交叉之部位且分別連接於柱部之端部及樑部之端部。補強構造物具有：補強柱部，其沿著柱部配置，且包含埋設有鋼筋之混凝土硬化體；補強腳部，其沿著柱部配置，且將補強柱部與基礎部連接；補強樑部，其沿著樑部配置，且包含埋設有鋼筋之混凝土硬化體；及補強交叉部，其配置於與交叉部對應之位置，且將補強柱部之端部與補強樑部之端部連接。補強腳部包含呈現混凝土硬化體以上之壓縮強度之硬化體，且硬化體之內部配置有鋼筋。補強交叉部包含呈現高於混凝土硬化體之壓縮強度之硬化體，且硬化體之內部配置有鋼筋。於補強腳部及基礎部之內部，設置有以將該等連通之方式延伸之至少一個錨定鋼筋。於基礎部之上表面設置有朝向下方凹陷之凹部。於補強腳部之下端面設置有朝向下方突出之凸部。凹部與凸部嵌合。 於本發明之一個觀點之已補強之建築物中，至少一個錨定鋼筋將補強腳部與基礎部連通，並且設置於補強腳部之下端面之凸部與基礎部之上表面之凹部嵌合。因此，即便於因地震等之發生而對已補強之建築物作用水平方向之外力之情形時，作用於補強柱部之剪力亦經由與錨定鋼筋相互嵌合之凸部及凹部而傳遞至基礎部。因此，即便於水平方向相鄰之補強腳部彼此未由補強樑部連接，亦可實現既有建築物之柱部之充分之補強。其結果，能夠簡易且低成本地進行既有建築物之補強。 [2]於上述第1項中所記載之已補強之建築物中，補強腳部及補強交叉部亦可分別由聚合物水泥砂漿硬化成之硬化體、超高強度砂漿硬化成之硬化體或高強度混凝土硬化成之硬化體而構成。於該情形時，能夠更加提高已補強之建築物之耐震性。 [3]於上述第1項或第2項中所記載之已補強之建築物中，材齡28天時之補強腳部及補強交叉部之壓縮強度亦可為60 N/mm2 以上。於該情形時，能夠更加提高已補強之建築物之耐震性。 [4]於上述第1項～第3項中任一項中所記載之已補強之建築物中，於將參數l、t分別定義為 l：樑部及補強樑部之延伸方向之凹部之寬度 t：凹部之深度 之情形時， 滿足l/t≧3.5。於該情形時，於剪力於凹部與凸部之間傳遞時，凸部極不易破損。 [5]於上述第4項中所記載之已補強之建築物中，深度t亦可為7 cm以下。於該情形時，獲得相對較淺之凹部。因此，容易於基礎部形成凹部，並且於在基礎部形成凹部時可抑制基礎部內之鋼筋露出。換言之，於在基礎部形成凹部時，基礎部內之鋼筋極不易破損。 [6]於上述第1項～第5項中任一項中所記載之已補強之建築物中，於將參數A、B分別定義為 A：自上方觀察時之凹部之面積 B：自上表面觀察，由以自凹部之應力集中部朝向基礎部之外周緣擴展之方式相對於樑部及補強樑部之延伸方向以45°延伸之一對假想直線、凹部之外周緣、及基礎部之外周緣圍成之區域之面積 之情形時， 滿足B/A≧1.0。於該情形時，於剪力於凹部與凸部之間傳遞時，於凹部之附近基礎部極不易破損。 [7]於上述第1項～第5項中任一項中所記載之已補強之建築物中，亦可於基礎部之上表面設置有朝向下方凹陷之第1凹部及第2凹部，於補強腳部之下端面設置有朝向下方突出之第1凸部及第2凸部，第1凹部與第1凸部嵌合，第2凹部與第2凸部嵌合。於該情形時，藉由複數個凹部及複數個凸部之嵌合而使補強腳部與基礎部連接，故而作用於補強柱部之剪力容易進一步傳遞至基礎部。因此，實現既有建築物之柱部之進一步補強。 [8]於上述第7項中所記載之已補強之建築物中，亦可為第1及第2凹部沿著柱部及補強柱部排列之方向排列，第1及第2凸部沿著柱部及補強柱部排列之方向排列，於將參數A1、B1、A2、B2、C分別定義為 A1：自上方觀察時之第1凹部之面積 B1：自上表面觀察，由以自第1凹部之應力集中部朝向基礎部之外周緣擴展之方式相對於樑部及補強樑部之延伸方向以45°延伸之一對第1假想直線、第1凹部之外周緣、及基礎部之外周緣圍成之區域之面積 A2：自上方觀察時之第2凹部之面積 B2：自上表面觀察，由以自第2凹部之應力集中部朝向基礎部之外周緣擴展之方式相對於延伸方向以45°延伸之一對第2假想直線、第2凹部之外周緣、及基礎部之外周緣圍成之區域之面積 C：面積B1之區域與面積B2之區域重疊之部分之面積 之情形時， 滿足(B1＋B2－C)/(A1＋A2)≧1.0。於該情形時，於剪力於第1凹部與第1凸部之間、第2凹部與第2凸部之間傳遞時，於各凹部之附近基礎部極不易破損。 [9]於上述第7項中所記載之已補強之建築物中，亦可為第1及第2凹部沿著樑部及補強樑部之延伸方向排列，第1及第2凸部沿著樑部及補強樑部之延伸方向排列，於將參數A1、B1、A2、B2分別定義為 A1：自上方觀察時之第1凹部之面積 B1：自上表面觀察，由以自第1凹部之應力集中部朝向第2凹部擴展之方式相對於延伸方向以45°延伸之一對第1假想直線、第1凹部之外周緣、及與第2凹部中靠第1凹部之外周緣相切且與延伸方向正交之第2假想直線圍成之區域之面積 A2：自上方觀察時之第2凹部之面積 B2：自上表面觀察，由以自第2凹部之應力集中部朝向基礎部之外周緣側且遠離第1凹部之側擴展之方式相對於延伸方向以45°延伸之一對第3假想直線、第2凹部之外周緣、及基礎部之外周緣圍成之區域之面積 之情形時， 滿足(B1＋B2)/(A1＋A2)≧1.0。於該情形時，於剪力於第1凹部與第1凸部之間、第2凹部與第2凸部之間傳遞時，於各凹部之附近基礎部極不易破損。 [10]本發明之另一觀點之已補強之建築物之製造方法係製造已補強之建築物之方法，於既有建築物設置補強構造物且藉由補強構造物而補強既有建築物，該既有建築物具有：基礎部，其於內部包含鋼筋；柱部，其於內部包含鋼筋且設置於基礎部上；樑部，其於內部包含鋼筋；及交叉部，其位於柱部及樑部交叉之部位且分別連接於柱部之端部及樑部之端部。該製造方法包含：第1步驟，其藉由鑿削基礎部之上表面，而於上表面設置凹部；第2步驟，其係於第1步驟之後，於與柱部、樑部及交叉部分別對應之位置配置鋼筋，並且以錨定鋼筋之上端部與柱部之下端部對向之方式於基礎部埋設錨定鋼筋；第3步驟，其係於第2步驟之後，以覆蓋配置於柱部之鋼筋及錨定鋼筋之方式設置第1模框，且於第1模框內填充第1補強材料，藉此將於內部埋設有錨定鋼筋之上端部之補強腳部形成於柱部之下端部；第4步驟，其係於第3步驟之後，藉由於第1模框內澆注混凝土而形成補強柱部；第5步驟，其係於第2步驟之後，以覆蓋配置於樑部之鋼筋之方式設置第2模框，於第2模框內澆注混凝土，藉此形成補強樑部；及第6步驟，其係於第4步驟之後，以覆蓋配置於交叉部之鋼筋之方式設置第3模框，於第3模框內填充第2補強材料，藉此形成補強交叉部。補強腳部係呈現混凝土硬化體以上之壓縮強度之硬化體。補強交叉部係呈現高於混凝土硬化體之壓縮強度之硬化體。藉由於第3步驟中填充至凹部之第1補強材料，而於補強腳部之下端面形成朝向下方突出且與凹部嵌合之凸部。於該情形時，獲得與上述第1項中所記載之已補強之建築物相同之作用效果。 [11]於上述第10項中所記載之方法中，第1及第2補強材料亦可分別為聚合物水泥砂漿、超高強度砂漿或高強度混凝土。於該情形時，獲得與上述第2項中所記載之已補強之建築物相同之作用效果。 [12]於上述第10項或第11項中所記載之方法中，材齡28天時之補強腳部及補強交叉部之壓縮強度亦可為60 N/mm2 以上。於該情形時，獲得與上述第3項中所記載之已補強之建築物相同之作用效果。 [13]於上述第10項～第12項中任一項中所記載之方法中，亦可為於將參數l、t分別定義為 l：樑部及補強樑部之延伸方向之凹部之寬度 t：凹部之深度 之情形時， 滿足l/t≧3.5。於該情形時，獲得與上述第4項中所記載之已補強之建築物相同之作用效果。 [14]於上述第13項中所記載之方法中，深度t亦可為7 cm以下。於該情形時，獲得與上述第5項中所記載之已補強之建築物相同之作用效果。 [15]於上述第10項～第14項中任一項中所記載之方法中，亦可為於將參數A、B分別定義為 A：自上方觀察時之凹部之面積 B：自上表面觀察，由以自凹部之應力集中部朝向基礎部之外周緣擴展之方式相對於樑部及補強樑部之延伸方向以45°延伸之一對假想直線、凹部之外周緣、及基礎部之外周緣圍成之區域之面積 之情形時， 滿足B/A≧1.0。於該情形時，獲得與上述第6項中所記載之已補強之建築物相同之作用效果。 [16]於上述第10項～第14項中任一項中所記載之方法中，亦可為於第1步驟中，藉由鑿削基礎部之上表面，而於上表面設置第1凹部及第2凹部，藉由於第3步驟中填充至第1凸部及第2凹部之第1補強材料，而於補強腳部之下端面形成朝向下方突出且分別嵌合於第1及第2凹部之第1及第2凸部。於該情形時，獲得與上述第7項中所記載之已補強之建築物相同之作用效果。 [17]於上述第16項中所記載之方法中，亦可為第1及第2凹部沿著柱部及補強柱部排列之方向排列，第1及第2凸部沿著柱部及補強柱部排列之方向排列，於將參數A1、B1、A2、B2、C分別定義為 A1：自上方觀察時之第1凹部之面積 B1：自上表面觀察，由以自第1凹部之應力集中部朝向基礎部之外周緣擴展之方式相對於樑部及補強樑部之延伸方向以45°延伸之一對第1假想直線、第1凹部之外周緣、及基礎部之外周緣圍成之區域之面積 A2：自上方觀察時之第2凹部之面積 B2：自上表面觀察，由以自第2凹部之應力集中部朝向基礎部之外周緣擴展之方式相對於延伸方向以45°延伸之一對第2假想直線、第2凹部之外周緣、及基礎部之外周緣圍成之區域之面積 C：面積B1之區域與面積B2之區域重疊之部分之面積 之情形時， 滿足(B1＋B2－C)/(A1＋A2)≧1.0。於該情形時，獲得與上述第8項中所記載之已補強之建築物相同之作用效果。 [18]於上述第16項中所記載之方法中，亦可為第1及第2凹部沿著樑部及補強樑部之延伸方向排列，第1及第2凸部沿著樑部及補強樑部之延伸方向排列，於將參數A1、B1、A2、B2分別定義為 A1：自上方觀察時之第1凹部之面積 B1：自上表面觀察，由以自第1凹部之應力集中部朝向第2凹部擴展之方式相對於延伸方向以45°延伸之一對第1假想直線、第1凹部之外周緣、及與第2凹部中靠第1凹部之外周緣相切且與延伸方向正交之第2假想直線圍成之區域之面積 A2：自上方觀察時之第2凹部之面積 B2：自上表面觀察，由以自第2凹部之應力集中部朝向基礎部之外周緣側且遠離第1凹部之側擴展之方式相對於延伸方向以45°延伸之一對第3假想直線、第2凹部之外周緣、及基礎部之外周緣圍成之區域之面積 之情形時， 滿足(B1＋B2)/(A1＋A2)≧1.0。於該情形時，獲得與上述第9項中所記載之已補強之建築物相同之作用效果。 根據本發明之已補強之建築物及其製造方法，能夠簡易且低成本地進行既有建築物之補強。When the reinforcing method of the reinforcing unit disclosed in Japanese Laid-Open Patent Publication No. 2005-155137 is used, the concrete part as a weight must be transported from the factory to the site. In addition, in the case of the reinforcing method, a step for manufacturing a reinforcing unit or a step of imparting a prestress to the reinforcing unit is required. Therefore, the reinforcement method is complicated or costly. Accordingly, the present invention describes a reinforced building that can be reinforced with existing buildings at a simple and low cost, and a method of manufacturing the same. [1] A building that has been reinforced by one aspect of the present invention includes: an existing building; and a reinforcing structure that reinforces the existing building. An existing building has a base portion that includes reinforcing steel inside; a column portion that includes reinforcing bars inside and is disposed on the base portion; a beam portion that includes reinforcing bars therein; and an intersection portion that is located at the column portion and the beam portion The intersecting portions are respectively connected to the ends of the column portion and the ends of the beam portion. The reinforcing structure has: a reinforcing column portion disposed along the column portion and including a concrete hardened body in which the steel bar is embedded; a reinforcing leg portion disposed along the column portion and connecting the reinforcing column portion to the base portion; the reinforcing beam portion And disposed along the beam portion and including a concrete hardened body in which the steel bar is embedded; and a reinforcing intersection portion disposed at a position corresponding to the intersection portion, and connecting the end portion of the reinforcing column portion to the end portion of the reinforcing beam portion. The reinforcing leg portion includes a hardened body exhibiting a compressive strength higher than that of the concrete hardened body, and a reinforcing bar is disposed inside the hardened body. The reinforcing cross portion includes a hardened body that exhibits a compressive strength higher than that of the concrete hardened body, and the inside of the hardened body is provided with reinforcing steel. Inside the reinforcing foot and the base portion, at least one anchoring bar extending in such a manner is provided. A concave portion that is recessed downward is provided on the upper surface of the base portion. A convex portion that protrudes downward is provided on the lower end surface of the reinforcing foot. The concave portion is fitted to the convex portion. In the reinforced building of one aspect of the present invention, at least one anchoring steel bar communicates the reinforcing foot portion with the base portion, and the convex portion disposed at the lower end surface of the reinforcing foot portion is fitted into the concave portion of the upper surface of the base portion. . Therefore, even when a force in the horizontal direction is applied to the reinforced building due to the occurrence of an earthquake or the like, the shearing force acting on the reinforcing column portion is transmitted to the convex portion and the concave portion which are fitted to the anchoring reinforcing bar to the convex portion and the concave portion. Foundation department. Therefore, even if the reinforcing leg portions adjacent in the horizontal direction are not connected to each other by the reinforcing beam portion, sufficient reinforcement of the column portion of the existing building can be achieved. As a result, the reinforcement of the existing building can be performed easily and at low cost. [2] In the reinforced building described in the above item 1, the reinforcing foot portion and the reinforcing cross portion may be hardened by a polymer cement mortar, or hardened by an ultra-high-strength mortar, or The high-strength concrete is formed by hardening the hardened body. In this case, the earthquake resistance of the reinforced building can be further improved. [3] In the reinforced building described in the above item 1 or 2, the compressive strength of the reinforcing leg portion and the reinforcing cross portion at 28 days of the material may be 60 N/mm 2 or more. In this case, the earthquake resistance of the reinforced building can be further improved. [4] In the reinforced building according to any one of the above items 1 to 3, the parameters l and t are respectively defined as a concave portion of the extending direction of the beam portion and the reinforcing beam portion. When the width t: the depth of the concave portion, l/t ≧ 3.5 is satisfied. In this case, when the shear force is transmitted between the concave portion and the convex portion, the convex portion is extremely unlikely to be broken. [5] In the reinforced building described in the above item 4, the depth t may be 7 cm or less. In this case, a relatively shallow recess is obtained. Therefore, it is easy to form the concave portion in the base portion, and it is possible to suppress the exposure of the reinforcing bar in the base portion when the concave portion is formed in the base portion. In other words, when the concave portion is formed in the base portion, the steel bar in the base portion is extremely unlikely to be broken. [6] In the reinforced building according to any one of the above items 1 to 5, the parameters A and B are respectively defined as A: the area B of the concave portion when viewed from above: from the top The surface observation is performed by extending one of the imaginary straight lines, the outer peripheral edge of the concave portion, and the base portion with respect to the extending direction of the beam portion and the reinforcing beam portion so as to extend from the stress concentration portion of the concave portion toward the outer periphery of the base portion. When the area of the area surrounded by the outer circumference is satisfied, B/A ≧ 1.0 is satisfied. In this case, when the shear force is transmitted between the concave portion and the convex portion, the base portion in the vicinity of the concave portion is extremely unlikely to be broken. [7] In the reinforced building according to any one of the items 1 to 5, the first recess and the second recess recessed downward may be provided on the upper surface of the base portion. The lower end surface of the reinforcing leg portion is provided with a first convex portion and a second convex portion that protrude downward, and the first concave portion is fitted to the first convex portion, and the second concave portion is fitted to the second convex portion. In this case, since the reinforcing leg portion is connected to the base portion by the fitting of the plurality of concave portions and the plurality of convex portions, the shearing force acting on the reinforcing column portion is easily transmitted to the base portion. Therefore, further reinforcement of the column portion of the existing building is achieved. [8] In the reinforced building according to the above item 7, the first and second recesses may be arranged along the direction in which the column portion and the reinforcing column portion are arranged, and the first and second convex portions may be along The column portion and the reinforcing column portion are arranged in the direction of arrangement, and the parameters A1, B1, A2, B2, and C are respectively defined as A1: the area B1 of the first concave portion when viewed from above: from the upper surface, from the first The first imaginary straight line, the outer periphery of the first concave portion, and the outer periphery of the base portion are extended by 45° with respect to the extending direction of the beam portion and the reinforcing beam portion so as to extend toward the outer periphery of the base portion. The area A2 of the enclosed area: the area B2 of the second recess when viewed from above: viewed from the upper surface, 45 degrees from the stress concentration portion of the second recess toward the outer periphery of the base portion with respect to the extending direction One of the extensions of the second imaginary straight line, the outer periphery of the second concave portion, and the area C of the region surrounded by the outer periphery of the base portion: when the area of the area B1 overlaps with the area of the area B2, (B1+B2-C)/(A1+A2)≧1.0. In this case, when the shear force is transmitted between the first concave portion and the first convex portion and between the second concave portion and the second convex portion, the base portion is less likely to be damaged in the vicinity of each concave portion. [9] In the reinforced building according to the above item 7, the first and second recesses may be arranged along the extending direction of the beam portion and the reinforcing beam portion, and the first and second convex portions may be along The beam portion and the reinforcing beam portion are arranged in the extending direction, and the parameters A1, B1, A2, and B2 are respectively defined as A1: the area B1 of the first concave portion when viewed from above: from the upper surface, from the first concave portion One of the first virtual straight line, the outer peripheral edge of the first concave portion, and the outer peripheral edge of the first concave portion and the second concave portion are tangent to the outer peripheral edge of the first concave portion and the second concave portion so as to extend toward the second concave portion so as to extend toward the second concave portion. The area A2 of the area surrounded by the second imaginary straight line in which the extending direction is orthogonal: the area B2 of the second concave portion when viewed from above: from the upper surface, the stress concentrated portion from the second concave portion toward the outer periphery of the base portion When the side extending away from the side of the first recess is extended by 45° with respect to the extending direction, the area of the third imaginary straight line, the outer periphery of the second recess, and the area surrounded by the outer periphery of the base portion, (B1+B2)/(A1+A2)≧1.0 is satisfied. In this case, when the shear force is transmitted between the first concave portion and the first convex portion and between the second concave portion and the second convex portion, the base portion is less likely to be damaged in the vicinity of each concave portion. [10] Another aspect of the present invention is a method for manufacturing a reinforced building, which is a method for manufacturing a reinforced building, which is provided with a reinforcing structure in an existing building and reinforces the existing building by reinforcing the structure. The existing building has a base portion including a reinforcing bar therein, a column portion including a reinforcing bar inside and being disposed on the base portion, a beam portion including a reinforcing bar therein, and an intersection portion located at the column portion and the beam portion The portion where the portions intersect is connected to the end portion of the column portion and the end portion of the beam portion, respectively. The manufacturing method includes a first step of providing a concave portion on the upper surface by caving the upper surface of the base portion, and a second step of the second step, after the first step, respectively, at the column portion, the beam portion, and the intersection portion Reinforcing the steel bar at the corresponding position, and embedding the anchoring steel bar at the base portion by anchoring the upper end portion of the reinforcing bar opposite to the lower end portion of the column portion; the third step is performed after the second step to cover the column portion The first mold frame is set in the manner of reinforcing steel bars and anchoring steel bars, and the first reinforcing material is filled in the first mold frame, whereby the reinforcing foot portion in which the upper end portion of the anchoring steel bar is embedded is formed at the lower end of the column portion. a fourth step, after the third step, forming a reinforcing column portion by pouring concrete in the first mold frame; and a fifth step, after the second step, covering the steel bar disposed on the beam portion The second mold frame is provided, the concrete is poured into the second mold frame to form the reinforcing beam portion, and the sixth step is performed after the fourth step, and the third mold is placed so as to cover the steel bars disposed at the intersection portion. The frame is filled with the second reinforcing material in the third mold frame, thereby forming Reinforcement cross section. The reinforcing foot is a hardened body that exhibits a compressive strength above the concrete hardened body. The reinforcing cross section exhibits a hardened body higher than the compressive strength of the concrete hardened body. By the first reinforcing material filled in the concave portion in the third step, a convex portion that protrudes downward and is fitted to the concave portion is formed on the lower end surface of the reinforcing leg portion. In this case, the same operational effects as those of the reinforced building described in the above item 1 are obtained. [11] The method according to the above item 10, wherein the first and second reinforcing materials are respectively polymer cement mortar, ultra high strength mortar or high strength concrete. In this case, the same operational effects as those of the reinforced building described in the second item above are obtained. [12] In the method according to the above item 10 or 11, the compressive strength of the reinforcing leg portion and the reinforcing cross portion at 28 days of the material may be 60 N/mm 2 or more. In this case, the same operational effects as those of the reinforced building described in the above item 3 are obtained. [13] The method according to any one of the items 10 to 12, wherein the parameters l and t are respectively defined as a width of the concave portion of the beam portion and the reinforcing beam portion. t: When the depth of the concave portion is satisfied, l/t ≧ 3.5 is satisfied. In this case, the same operational effects as those of the reinforced building described in the above item 4 are obtained. [14] In the method according to the above item 13, the depth t may be 7 cm or less. In this case, the same operational effects as those of the reinforced building described in the above item 5 are obtained. [15] The method according to any one of the items 10 to 14, wherein the parameters A and B are respectively defined as A: the area of the concave portion B when viewed from above: from the upper surface It is observed that the imaginary straight line, the outer periphery of the concave portion, and the outer periphery of the base portion are extended by 45° with respect to the extending direction of the beam portion and the reinforcing beam portion so as to extend from the stress concentration portion of the concave portion toward the outer periphery of the base portion. When the area of the area enclosed by the edge is satisfied, B/A ≧ 1.0 is satisfied. In this case, the same operational effects as those of the reinforced building described in the above item 6 are obtained. [16] In the method according to any one of the items 10 to 14, the first recess may be provided on the upper surface by caving the upper surface of the base portion in the first step. And the second recessed portion is formed to protrude downward from the lower end surface of the reinforcing leg portion by the first reinforcing material filled in the first convex portion and the second concave portion in the third step, and is fitted to the first and second concave portions, respectively. The first and second convex portions. In this case, the same effects as those of the reinforced building described in the above item 7 are obtained. [17] The method according to the above aspect, wherein the first and second concave portions are arranged along a direction in which the column portion and the reinforcing column portion are arranged, and the first and second convex portions are along the column portion and the reinforcing portion. The column portions are arranged in the direction of the arrangement, and the parameters A1, B1, A2, B2, and C are respectively defined as A1: the area B1 of the first concave portion when viewed from above: from the upper surface, the stress concentration from the first concave portion The portion extending toward the outer periphery of the base portion and extending at 45 degrees with respect to the extending direction of the beam portion and the reinforcing beam portion is adjacent to the first imaginary straight line, the outer periphery of the first concave portion, and the outer peripheral edge of the base portion. Area A2: Area B2 of the second recess when viewed from above: viewed from the upper surface, one of 45° extending from the stress concentration portion of the second recess toward the outer periphery of the base portion with respect to the extending direction When the area C of the area surrounded by the second imaginary straight line, the outer periphery of the second concave portion, and the outer periphery of the base portion is the area of the portion of the area B1 overlapping with the area of the area B2, it satisfies (B1+B2-C). ) / (A1 + A2) ≧ 1.0. In this case, the same operational effects as those of the reinforced building described in the above item 8 are obtained. [18] The method according to Item 16, wherein the first and second concave portions are arranged along the extending direction of the beam portion and the reinforcing beam portion, and the first and second convex portions are along the beam portion and the reinforcing portion. The beam portions are arranged in the extending direction, and the parameters A1, B1, A2, and B2 are respectively defined as A1: the area B1 of the first concave portion when viewed from above: viewed from the upper surface, from the stress concentration portion from the first concave portion The second concave portion expands in a manner of extending at 45° with respect to the extending direction, and the first virtual straight line, the outer peripheral edge of the first concave portion, and the second concave portion are tangent to the outer peripheral edge of the first concave portion and orthogonal to the extending direction. The area A2 of the area surrounded by the second imaginary straight line: the area B2 of the second recessed portion when viewed from above: viewed from the upper surface, the stress concentration portion from the second concave portion faces the outer peripheral side of the base portion and is away from the first (1) When the side of the concave portion expands by 45° with respect to the extending direction, the area of the third imaginary straight line, the outer periphery of the second concave portion, and the area surrounded by the outer periphery of the base portion is satisfied (B1+B2). /(A1+A2)≧1.0. In this case, the same effects as those of the reinforced building described in the above item 9 are obtained. According to the reinforced building of the present invention and the method of manufacturing the same, the reinforcement of the existing building can be performed easily and at low cost.

以下將說明之本發明之實施形態係用以說明本發明之例示，故而本發明並不應限定於以下之內容。於以下之說明中，對具有相同要素或相同功能之要素使用相同符號，省略重複之說明。 [已補強之建築物之構成] 首先，參照圖1～圖5，對針對既有建築物1施工有補強構造物2的已補強之建築物3之構造進行說明。既有建築物1具備位於1樓部分(地上部分)之底層架空構造4、及位於底層架空構造4之上部之上部構造5。 底層架空構造4具有基礎4a(基礎部)、基礎樑4b、底層架空柱4c(柱部)、底層架空樑4d(樑部)、及正交壁4h。基礎4a及基礎樑4b嵌入至地面(地基)GL(參照圖2)內，將已補強之建築物3整體之負載傳遞至地基。基礎4a、基礎樑4b、底層架空柱4c及底層架空樑4d例如由鋼筋混凝土而構成。即，該等係於混凝土硬化體之內部配置有鋼筋(未圖示)而成者。既有建築物1中之混凝土硬化體之材齡28天時之壓縮強度例如亦可為13.5 N/mm2 以上。 於圖1之例中，基礎4a以沿著已補強之建築物3之外周排列之方式而配置。如圖2～圖5所示，於基礎4a之上表面設置有朝向下方凹陷之凹部6。凹部6位於底層架空柱4c之前方，呈四邊形狀。基礎樑4b及正交壁4h於相鄰之基礎4a之間沿著一方向(於本例中為既有建築物1之深度方向)延伸。 底層架空柱4c豎立設置於基礎4a上，沿著鉛直方向延伸。底層架空柱4c將基礎4a與上部構造5連接，支持上部構造5。底層架空柱4c之上端部與底層架空樑4d連接，亦作為交叉部4e而發揮功能。底層架空樑4d於相鄰之底層架空柱4c之間延伸。底層架空樑4d與底層架空柱4c一起支持上部構造5。正交壁4h設置於由基礎樑4b、排列於既有建築物1之深度方向之底層架空柱4c、及於既有建築物1之深度方向延伸之底層架空樑4d包圍之區域。 [補強構造物之構成] 其次，參照圖1～圖4，對補強構造物2詳細地進行說明。補強構造物2具有補強柱部21、補強腳部22、補強樑部23、及補強交叉部24。 補強柱部21配置於底層架空柱4c之表面側，沿著底層架空柱4c於鉛直方向延伸。補強柱部21係於混凝土硬化體21a內配置有鋼筋21b而構成。補強柱部21中之混凝土硬化體之材齡28天時之壓縮強度例如亦可為27 N/mm2 以上。 鋼筋21b位於遠離底層架空柱4c之表面之位置。鋼筋21b具有複數個主筋21c及複數個剪切補強筋21d。主筋21c以沿著鉛直方向延伸之方式縱貫於補強柱部21內。以自鉛直方向觀察，主筋21c於補強柱部21內呈矩形之方式相互離開而排列。 剪切補強筋21d呈矩形狀，且以包圍主筋21c之方式與主筋21c連接。剪切補強筋21d與主筋21c之連接例如亦可藉由熔接或使用鉤等扣合構件之扣合而進行。 補強柱部21之下端部亦作為補強腳部22而發揮功能。補強腳部22配置於底層架空柱4c之表面側，沿著底層架空柱4c之下端部於鉛直方向延伸。補強腳部22位於凹部6之上方。補強腳部22係於補強構件22a內配置有鋼筋21b而構成。補強構件22a之一部分嵌入至凹部6內。換言之，於補強腳部22之下端面，設置有朝向下方突出之凸部25(參照圖2)。凸部25與基礎4a之凹部6嵌合。 補強構件22a之壓縮強度以相同天數之材齡比較之情形時，亦可為混凝土硬化體21a及下述混凝土硬化體23a之壓縮強度以上。補強構件22a例如既可為聚合物水泥砂漿硬化成之硬化體，亦可為超高強度砂漿硬化成之硬化體，亦可為高強度混凝土硬化成之硬化體(高強度混凝土硬化體)，亦可為混凝土硬化成之硬化體(混凝土硬化體)。 於補強構件22a內，除了鋼筋21b之下端部以外，還配置有複數個錨定鋼筋30及至少一個錨定鋼筋31。複數個錨定鋼筋30與主筋21c相同，以自鉛直方向觀察，於補強腳部22內呈矩形之方式相互離開而排列。複數個錨定鋼筋30之上端部分別與對應之主筋21c之下端部連接。 至少一個錨定鋼筋31自鉛直方向觀察，位於複數個錨定鋼筋30之內側。於本實施形態中，一個錨定鋼筋31以通過凹部6及凸部25之方式，自鉛直方向觀察位於補強腳部22之大致中央。錨定鋼筋31之上端部係以與任一個主筋21c均不連接之狀態，配置於補強構件22a內。錨定鋼筋30、31之下端部配置於基礎4a內。即，錨定鋼筋30、31將補強腳部22與基礎4a連通。 錨定鋼筋30、31發揮將自既有建築物1傳遞至補強構造物2之振動能量(例如，地震能量)傳遞至基礎4a之作用。錨定鋼筋30、31例如亦可為接著系錨。於該情形時，於錨定鋼筋30、31之下端部插入以於鉛直方向延伸之方式設置於基礎4a之孔內之狀態下，將環氧樹脂系或水泥系之接著劑填充至該孔內，藉此將錨定鋼筋30、31固定於基礎4a。錨定鋼筋30、31相對於基礎4a之固定長度只要為實現相對於基礎4a之充分固定之長度則無特別限定，例如既可為錨定鋼筋30、31之直徑之12倍(12D)以上，亦可為錨定鋼筋30、31之直徑之16倍(16D)以上。錨定鋼筋30、31例如亦可為SD345、SD295、SD420、SD280。再者，SD345及SD295係根據JIS G 3112：2010「鋼筋混凝土用棒鋼」。SD420及SD280係根據CNS560「中華民國國家標準 鋼筋混凝土用鋼筋」。 補強樑部23配置於底層架空樑4d之表面側，沿著底層架空樑4d於水平方向延伸。補強樑部23係於混凝土硬化體23a內配置有鋼筋23b而構成。補強樑部23中之混凝土硬化體之材齡28天時之壓縮強度例如亦可為27 N/mm2 以上。 鋼筋23b位於遠離底層架空樑4d之表面之位置。鋼筋23b具有複數個主筋23c及複數個剪切補強筋23d。主筋23c以沿著水平方向延伸之方式縱貫於補強樑部23內。主筋23c以自水平方向觀察，於補強樑部23內呈矩形之方式相互離開而排列。 剪切補強筋23d呈矩形狀，且以包圍主筋23c之方式與主筋23c連接。剪切補強筋23d與主筋23c之連接例如亦可藉由熔接或使用鉤等扣合構件之扣合而進行。 補強交叉部24配置於交叉部4e之表面側。補強交叉部24將補強柱部21及補強樑部23之端部彼此連接。因此，補強交叉部24位於補強柱部21與補強樑部23之交點。因此，補強構造物2藉由補強柱部21、補強腳部22、補強樑部23及補強交叉部24而整體上呈U字形狀。 補強交叉部24係於補強構件24a內配置有鋼筋21b、23b而構成。補強構件24a之壓縮強度係以相同天數之材齡比較之情形時，亦可大於混凝土硬化體21a、23a之壓縮強度。補強構件24a例如既可為聚合物水泥砂漿硬化成之硬化體，亦可為超高強度砂漿硬化成之硬化體，亦可為高強度混凝土硬化成之硬化體(高強度混凝土硬化體)，亦可為混凝土硬化成之硬化體(混凝土硬化體)。 [凹部之詳細情況] 此處，參照圖4及圖5，對凹部6進而詳細地進行說明。 於因地震等之發生而自凸部25對凹部6作用剪力時，較理想的是基礎4a不被破壞。此處，如圖4所示，設想自凸部25對凹部6向圖4之左方向作用剪力，而使凹部6與基礎4a之間之區域R被水平地破壞之情形。認為最大剪切應力之方向係自作為凹部6之應力集中部之角部P為45°，故而以相對於基礎樑4b及補強樑部23之延伸方向(水平方向)以45°之角度自角部P朝向基礎4a之左外周緣4f相互擴展之方式延伸的一對假想直線為剪切帶SB。因此，區域R係由凹部6之左外周緣6a、一對剪切帶SB、及基礎4a之左外周緣4f包圍而構成。若將參數A、B分別定義為 l：凹部6之寬度[cm] b：凹部6之深度[cm] L：凹部6與左外周緣4f之離開距離(區域R之高度)[cm] A：自上方觀察時之凹部6之面積[cm2 ] B：自上方觀察時之區域R之面積[cm2 ] Fc-ex ：構成基礎4a之混凝土硬化體之壓縮強度[kg/cm2 ] Fc ：構成補強腳部22之補強構件22a之壓縮強度[kg/cm2 ] QPA ：區域R之極限剪切耐力[kg]R Q：凸部25之極限剪切耐力[kg]， 則A、B、QPA 、R Q分別由式1～4表示。若滿足式5，則基礎4a之區域R不會於凸部25之前被剪切破壞。因此，若利用A、B整理式3～5則獲得式6。因此，凹部6之面積A及區域R之面積B亦可至少滿足式6。 以下，表示將構成基礎4a之混凝土硬化體之代表性的Fc-ex 之值與構成補強腳部22之補強構件22a之代表性的Fc 之值代入至式6中時之B/A之值。 ＜表1＞ 根據表1，既可為B/A≧1.0，亦可為B/A≧1.2，亦可為B/A≧1.4。於剪力於凹部6與凸部25之間傳遞時，凸部25極不易破損。 於因地震等之發生而自凸部25對凹部6作用剪力時，較理想的是基礎4a(區域R)不被破壞。此處，若將參數t、R N分別設為 t：凹部6之深度(參照圖5)[cm]R N：機制時之軸力[kg]， 則R N由式7表示。R N＝t×b×0.8Fc-ex ・・・(7) 若滿足式8，則凸部25不被剪切破壞。因此，若利用l、t整理式1、4、7、8則獲得式9。因此，亦可為凹部6之寬度l及深度t至少滿足式9。 以下，表示將構成基礎4a之混凝土硬化體之代表性的Fc-ex 之值與構成補強腳部22之補強構件22a之代表性的Fc 之值代入至式9中時之l/t之值。 ＜表2＞ 根據表2，既可為l/t≧3.5，亦可為l/t≧4.5，亦可為l/t≧5.5。於該情形時，於剪力於凹部6與凸部25之間傳遞時，凸部25極不易破損。 另一方面，凹部6之深度t既可為7 cm以下，亦可為5 cm以下，亦可為3 cm以下。於該情形時，獲得相對較淺之凹部6。因此，容易於基礎4a形成凹部6，並且可抑制於在基礎4a形成凹部6時基礎4a內之鋼筋露出。換言之，於在基礎4a形成凹部6時，基礎4a內之鋼筋極不易破損。 如圖5所示，凹部6之底壁與側壁所成之角度θ既可為90°，亦可未達90°，亦可超過90°。角度θ例如既可為70°～110°左右，亦可為80°～100°左右。若角度θ為該範圍內，則可相對較容易地形成具有此種角度θ之凹部6。 [既有建築物之補強方法(已補強之建築物之製造方法)] 繼而，參照圖4，對針對既有建築物1施工補強構造物2補強既有建築物1之方法，即補強構造物2之製造方法進行說明。首先，鑿削基礎4a之上表面且設置有補強腳部22之預定之部位，形成凹部6(第1步驟)。 其次，對基礎4a設置錨定鋼筋30、31。其次，於底層架空柱4c之表面側配置鋼筋21b，並且於底層架空樑4d之表面側配置鋼筋23b(第2步驟)。再者，錨定鋼筋30、31與鋼筋21b、23b之設置順序並不限定於此，亦可於鋼筋21b、23b之配置後將錨定鋼筋30、31設置於基礎4a。其次，將錨定鋼筋30之上端部與主筋21c之下端部連接。 其次，以包圍鋼筋21b之下端部之方式構成模框(第1模框)。其次，於模框內填充成為補強構件22a之補強材料(第1補強材料)。補強材料既可自模框之上部流入，亦可自模框之下部壓入。藉由於補強材料之硬化後卸除模框，而構成補強腳部22(第3步驟)。 其次，以包圍鋼筋21b中較交叉部4e靠下方之部分之方式構成模框(第1模框)。其次，於模框內澆注混凝土。藉由於混凝土之硬化後卸除模框，而構成補強柱部21(第4步驟)。 再者，於補強柱部21及補強腳部22由相同之補強材料而構成之情形時，亦可以包圍鋼筋21b中較交叉部4e靠下方之部分之方式構成模框(第1模框)，於模框內澆注混凝土。於該情形時，藉由於混凝土之硬化後卸除模框，而同時構成補強柱部21及補強腳部22。 其次，以包圍鋼筋23b中與底層架空樑4d對應之部分之方式構成模框(第2模框)。其次，於模框內澆注混凝土。藉由於混凝土之硬化後卸除模框，而構成補強樑部23(第5步驟)。 其次，以包圍鋼筋21b、23b中與交叉部4e對應之部分之方式構成模框(第3模框)。其次，於模框內填充成為補強構件24a之補強材料(第2補強材料)。補強材料既可自模框之上部流入，亦可自模框之下部壓入。藉由於補強材料之硬化後卸除模框，而構成補強交叉部24(第6步驟)。 如此一來，獲得由補強柱部21、補強腳部22、補強樑部23及補強交叉部24而構成之補強構造物2。根據以上步驟，於既有建築物1設置補強構造物2，而完成已補強之建築物3。 [聚合物水泥砂漿之詳細情況] (1)聚合物水泥組合物 繼而，對聚合物水泥砂漿之詳細情況進行說明。成為該聚合物水泥砂漿之聚合物水泥組合物係補強工法用之聚合物水泥組合物，且含有水泥、細骨料、塑化劑、再乳化形粉末樹脂、無機系膨脹材、及合成樹脂纖維。 水泥係一般作為水硬性材料者，亦可使用任一之市售品。其等之中，較佳為包含JIS R 5210：2009「波特蘭水泥」中規定之波特蘭水泥。自流動性與速硬性之觀點而言，更佳為包含早強波特蘭水泥。 自強度表現性之觀點而言，水泥之勃氏比表面積 較佳為3000 cm2 /g～6000 cm2 /g， 更佳為3300 cm2 /g～5000 cm2 /g， 進而較佳為3500 cm2 /g～4500 cm2 /g。 作為細骨料，可例示矽砂、河砂、陸地砂、海砂及碎砂等之砂類。細骨料可將自該等之中選擇之一種單獨使用或將兩種以上組合使用。該等之中，自使聚合物水泥砂漿向模框之填充性進一步順利之觀點而言，較佳為包含矽砂。 於將細骨料利用JIS A 1102：2014「骨料之篩分試驗方法」中規定之方法進行篩分之情形時，停留於連續之各篩之間之質量分率(%)於篩孔2000 μm時，較佳為0質量%。於將細骨料全部通過篩孔2000 μm之篩之情形時，上述質量分率為0質量%。 停留於連續之各篩之間之質量分率(%)較佳為 於篩孔1180 μm時，為5.0～25.0， 於篩孔600 μm時，為20.0～50.0， 於篩孔300 μm時，為20.0～50.0， 於篩孔150 μm時，為5.0～25.0， 於篩孔75 μm時，為0～10.0， 停留於連續之各篩之間之質量分率(%)更佳為 於篩孔1180 μm時，為10.0～20.0， 於篩孔600 μm時，為25.0～45.0， 於篩孔300 μm時，為25.0～45.0， 於篩孔150 μm時，為10.0～20.0， 於篩孔75 μm時，為0～5.0。 於將細骨料利用上述規定進行篩分之情形時，停留於連續之各篩之間之質量分率(%)為上述範圍內，藉此可獲得具有更良好之材料耐分離性及流動性之砂漿、或具有更高之壓縮強度之砂漿硬化體。 於將細骨料利用JIS A 1102：2014「骨料之篩分試驗方法」中規定之方法進行篩分之情形時，細骨料之細度模數 較佳為2.00～3.00， 更佳為2.20～2.80， 進而較佳為2.30～2.70。 藉由使細骨料之細度模數為上述範圍，可獲得具有更良好之材料耐分離性或流動性之聚合物水泥砂漿、或具有更良好之強度特性之砂漿硬化體。 上述篩分可使用JIS Z 8801-1：2006「試驗用篩－第1部：金屬製網篩」中規定之孔徑不同之數個篩來進行。 細骨料之含量相對於水泥100質量份， 較佳為80質量份～170質量份， 更佳為90質量份～160質量份， 進而較佳為100質量份～150質量份。 藉由使細骨料之含量為上述範圍，可獲得具有更高之壓縮強度之砂漿硬化體。 塑化劑可例示三聚氰胺磺酸之甲醛縮合物、酪蛋白，酪蛋白鈣、及多羧酸系之塑化劑等。塑化劑可將自該等之中選擇之一種單獨使用或將兩種以上組合使用。其中，自獲得較高之減水效果之觀點而言，較佳為包含多羧酸系之塑化劑。藉由使用多羧酸系之塑化劑，可降低水粉體比，使砂漿硬化體之強度表現性進一步良好。 塑化劑之含量相對於水泥100質量份， 較佳為0.02質量份～0.70質量份， 更佳為0.05質量份～0.65質量份， 進而較佳為0.10質量份～0.60質量份。 藉由使塑化劑之含量為上述範圍，可獲得具有更良好之流動性之聚合物水泥砂漿。又，可獲得具有更高之壓縮強度之砂漿硬化體。 再乳化形粉末樹脂之種類及製造方法並不特別限定，可使用利用公知之製造方法製造者。作為再乳化形粉末樹脂，例如，可列舉聚丙烯酸酯樹脂系、苯乙烯丁二烯合成橡膠系、及乙酸乙烯酯叔碳酸乙烯酯丙烯酸共聚合系之再乳化形粉末樹脂。再乳化形粉末樹脂可將自該等之中選擇之一種單獨使用或將兩種以上組合使用。又，再乳化形粉末樹脂亦可於表面具有抗黏連劑。自砂漿硬化體之耐久性之觀點而言，再乳化形粉末樹脂較佳為含有丙烯酸。進而，自接著性及壓縮強度之觀點而言，再乳化形粉末樹脂之玻璃轉移溫度(Tg)較佳為5～20℃之範圍。 再乳化形粉末樹脂之含量相對於水泥100質量份， 較佳為0.5質量份～5.0質量份， 更佳為0.7質量份～4.0質量份， 進而較佳為1.0質量份～3.0質量份。 藉由使再乳化形粉末樹脂之含量為上述範圍，可以進一步高水準同時實現聚合物水泥砂漿之接著性與砂漿硬化體之壓縮強度。 作為無機系膨脹材，可例示生石灰－石膏系膨脹材、石膏系膨脹材、鋁酸碸鈣系膨脹材、及生石灰－石膏－鋁酸碸鈣系膨脹材等。無機系膨脹材可將自該等之中選擇之一種單獨使用或將兩種以上組合使用。其中，自更加提高砂漿硬化體之壓縮強度之觀點而言，較佳為包含生石灰－石膏－鋁酸碸鈣系膨脹材。 無機系膨脹材之含量相對於水泥100質量份， 較佳為0.1質量份～7.0質量份， 更佳為0.3質量份～5.0質量份， 進而較佳為0.5質量份～3.0質量份。 藉由使無機系膨脹材之含量為上述範圍，可表現進一步合適之膨脹性，抑制砂漿硬化體收縮，並且可進一步提高砂漿硬化體之壓縮強度。 作為合成樹脂纖維，可例示聚乙烯、乙烯-乙酸乙烯酯共聚合體(EVA)、聚丙烯等聚烯烴、聚酯、聚醯胺、聚乙烯醇、維尼綸及聚氯乙烯等。合成樹脂纖維可將自該等之中選擇之一種單獨使用或將兩種以上組合使用。 關於合成樹脂纖維之纖維長，自砂漿中之分散性、及砂漿硬化體之耐龜裂性提高之方面而言， 較佳為6 mm～18 mm， 更佳為8 mm～16 mm， 進而較佳為10 mm～14 mm。 合成樹脂纖維之含量相對於水泥100質量份， 較佳為0.10質量份～0.70質量份， 更佳為0.20質量份～0.60質量份， 進而較佳為0.25質量份～0.55質量份。 藉由使合成樹脂纖維之纖維長及含量為上述範圍，可更加提高砂漿中之分散性或砂漿硬化體之耐龜裂性。即，藉由合成樹脂纖維之存在，可抑制砂漿硬化體之皸裂，並且可提高砂漿硬化體之彎曲耐力。又，硬化時之乾燥收縮變小，可縮短直至表現砂漿硬化體之強度為止之期間。因此，可實現工期之短期化。 本實施形態之聚合物水泥組合物根據用途，亦可含有凝結調整劑、增黏劑、金屬系膨脹材、及消泡劑等。 (2)聚合物水泥砂漿 聚合物水泥砂漿包含上述聚合物水泥組合物與水。聚合物水泥砂漿可藉由將上述聚合物水泥組合物與水調配並混練而調製。以此方式調製之聚合物水泥砂漿具有優異之流動性(流動值)。因此，可使向用以形成補強構造物2之模框內之填充(流入)順利地進行。因此，可作為補強構造物2之製造用之聚合物水泥砂漿而較佳地使用。於調製聚合物水泥砂漿時，藉由適當變更水粉體比(水量/聚合物水泥組合物量)，可調整聚合物水泥砂漿之流動值。 水粉體比 較佳為0.08～0.16， 更佳為0.09～0.15， 進而較佳為0.10～0.14。 藉由使水粉體比為上述範圍，而使硬化前之聚合物水泥砂漿表現良好之流動性，並且聚合物水泥砂漿硬化之砂漿硬化體表現充分之強度。因此，可藉由硬化之砂漿硬化體而充分地補強既有建築物1。 本說明書中之流動值係按照以下之順序測定。於厚度5 mm之研磨板玻璃之上配置內徑50 mm、高度100 mm之圓筒形狀之氯乙烯製管。此時，以將氯乙烯製管之一端與研磨板玻璃接觸，且另一端朝上之方式配置。自另一端側之開口注入聚合物水泥砂漿，於氯乙烯製管內填充聚合物水泥砂漿之後，將氯乙烯製管垂直地提昇。於砂漿之擴散靜止之後，測定相互正交之2個方向之直徑(mm)。將測定值之平均值設為流動值(mm)。 聚合物水泥砂漿之流動值 較佳為170 mm～250 mm， 更佳為190 mm～240 mm， 進而較佳為200 mm～230 mm。 藉由使流動值為上述範圍，可獲得材料耐分離性及填充性優異之聚合物水泥砂漿。又，可確保硬化前之聚合物水泥砂漿之流動性。 (3)砂漿硬化體 砂漿硬化體係可將上述聚合物水泥砂漿硬化而形成。以此方式形成之砂漿硬化體於與形成底層架空柱4c之下端部或交叉部4e之混凝土一體化時，強度表現性優異。因此，可縮短補強工法之工期。又，由於具有優異之強度特性及優異之耐久性，故而可提高既有建築物1之耐震性。 本說明書之壓縮強度係根據JIS A 1171：2000「聚合物水泥砂漿之試驗方法」之「7.硬化之聚合物水泥砂漿之試驗」所獲得之值(N/mm2 )。本說明書之彎曲強度係根據JIS A 1171：2000「聚合物水泥砂漿之試驗方法」之「7.硬化之聚合物水泥砂漿之試驗」所獲得之值(N/mm2 )。 利用上述試驗方法測定之砂漿硬化體之材齡28天時之壓縮強度 較佳為60 N/mm2 以上， 更佳為70 N/mm2 以上。 砂漿硬化體之材齡28天以後之壓縮強度亦較佳為上述範圍。 藉由使壓縮強度為上述範圍，而於與形成底層架空柱4c之下端部或交叉部4e之混凝土一體化時，可發揮進一步優異之耐震性能。 [超高強度砂漿之詳細情況] 繼而，對超高強度砂漿進行說明。作為超高強度砂漿之一例，可列舉對水泥、矽灰、細骨料、無機質微粉末、包含減水劑及消泡劑之水硬性組合物添加纖維及水而製造之砂漿組合物。 關於上述水泥之礦物組成，C3 S量 較佳為40.0質量%～75.0質量%， 更佳為45.0質量%～73.0質量%， 進而較佳為48.0質量%～70.0質量%， 特佳為50.0質量%～68.0質量%。 若C3 S量未達40.0質量%則存在壓縮強度變低之傾向，若超過75.0質量%則存在水泥之燒成本身困難之傾向。 關於上述水泥之礦物組成，C3 A量 較佳為未達2.7質量%， 更佳為未達2.3質量%， 進而較佳為未達2.1質量%， 特佳為未達1.9質量%。 若C3 A量為2.7質量%以上則流動性容易變得不充分。再者，C3 A量之下限值並不特別限定，為0.1質量%左右。 關於上述水泥之礦物組成，C2 S量 較佳為9.5質量%～40.0質量%， 更佳為10.0質量%～35.0質量%， 進而較佳為12.0質量%～30.0質量%。 關於上述水泥之礦物組成，C4 AF量 較佳為9.0質量%～18.0質量%， 更佳為10.0質量%～15.0質量%， 進而較佳為11.0質量%～15.0質量%。 若為此種水泥之礦物組成之範圍，則容易確保砂漿組合物之較高之流動性及其硬化體之較高之壓縮強度。 關於水泥之粒度，45 μm篩餘物之上限 較佳為25.0質量%， 更佳為20.0質量%， 進而較佳為18.0質量%， 特佳為15.0質量%。 關於水泥之粒度，45 μm篩餘物之下限 較佳為0.0質量%， 更佳為1.0質量%， 進而較佳為2.0質量%， 特佳為3.0質量%。 若水泥之粒度為該範圍，則可確保較高之壓縮強度。又，使用該水泥而調製出之漿料具有適度之黏性，故而即便於添加下述纖維之情形時亦可確保充分之分散性。 水泥之勃氏比表面積 較佳為2500 cm2 /g～4800 cm2 /g， 更佳為2800 cm2 /g～4000 cm2 /g， 進而較佳為3000 cm2 /g～3600 cm2 /g， 特佳為3200 cm2 /g～3500 cm2 /g。 若水泥之勃氏比表面積未達2500 cm2 /g則存在砂漿組合物之強度變低之傾向，若超過4800 cm2 /g則存在低水水泥比之流動性降低之傾向。 於製造上述水泥時，不需要進行與通常之水泥特別不同之操作。上述水泥可藉由根據以石灰石、矽石、礦渣、煤灰、建設產生土、高爐灰塵等原料之調合為目標之礦物組成而改變，利用實機窯燒成之後，對所獲得之爐渣添加石膏並粉碎為特定之粒度而製造。燒成窯可使用一般的NSP窯或SP窯等使用，粉碎能夠使用一般的球磨機等粉碎機。又，亦可根據需要，將2種以上之水泥混合。 上述矽灰係將於製造金屬矽、矽鐵、電熔鋯等時所產生之排氣中之灰塵集塵所獲得之副產物，主成分為可溶於鹼溶液之非晶質之SiO2 。 矽灰之平均粒徑 較佳為0.05 μm～2.0 μm， 更佳為0.10 μm～1.5 μm， 進而較佳為0.18 μm～0.28 μm， 特佳為0.20 μm～0.28 μm。 藉由使用此種矽灰，容易確保砂漿組合物之較高之流動性及其硬化體之較高之壓縮強度。 上述砂漿組合物係以水泥及矽灰之合計量為基準，使矽灰 較佳為包含3質量%～30質量%， 更佳為包含5質量%～20質量%， 進而較佳為包含10質量%～18質量%， 特佳為包含10質量%～15質量%。 作為上述細骨料，並不特別限制，亦可使用河砂、陸地砂、海砂、碎砂、矽砂、石灰石細骨料、高爐礦渣細骨料、鎳鐵礦渣細骨料、銅礦渣細骨料、電爐氧化礦渣細骨料等。細骨料之吸水率較佳為5.00%以下，更佳為4.00%以下，進而較佳為3.00%以下，特佳為2.80%以下。藉此，可獲得更穩定之流動性。又，所謂「吸水率」，係指根據JIS A 1109：2006中規定之骨料之吸水率(單位：%)之測定方法而測定出之值。又，細骨料之粒度全部通過10 mm篩，較佳為85質量%以上通過5 mm篩。 又，不包含纖維之砂漿組合物中之細骨料量 較佳為100 kg/m3 ～800 kg/m3 ， 更佳為200 kg/m3 ～600 kg/m3 ， 進而較佳為250 kg/m3 ～500 kg/m3 。 作為無機質微粉末，亦可使用石灰石粉、矽石粉、碎石粉、礦渣粉等微粉末。無機質微粉末係使石灰石粉、矽石粉、碎石粉、礦渣粉等粉碎或分級至勃氏比表面積成為2500 cm2 /g以上為止而成之微粉末，期待改善砂漿組合物之流動性。 無機質微粉末之勃氏比表面積 較佳為3000 cm2 /g～5000 cm2 /g， 更佳為3200 cm2 /g～4500 cm2 /g， 進而較佳為3400 cm2 /g～4300 cm2 /g， 特佳為3600 cm2 /g～4300 cm2 /g。 細骨料與無機質微粉末之混合物係使粒徑0.15 mm以下之粒群 較佳為包含40質量%～80質量%， 更佳為包含45質量%～80質量%， 進而較佳為包含50質量%～75質量%。 上述混合物係使粒徑0.075 mm以下之粒群 較佳為包含30質量%～80質量%， 更佳為包含35質量%～70質量%， 進而較佳為包含40質量%～65質量%。 若細骨料與無機質微粉末之混合物中所包含之粒徑0.075 mm以下之粒群未達30質量%，則存在砂漿組合物之黏性不充分而材料分離之虞。 細骨料與無機質微粉末之混合物相對於水泥及矽灰之合計量100質量份， 較佳為細骨料包含10質量份～60質量份，無機質微粉末包含5質量份～55質量份， 更佳為細骨料包含15質量份～45質量份，無機質微粉末包含10質量份～40質量份， 進而較佳為細骨料包含20質量份～35質量份，無機質微粉末包含15質量份～30質量份。 又，不包含纖維之砂漿組合物每1 m3 之細骨料及無機質微粉末之混合物之單位量 較佳為200 kg/m3 ～1000 kg/m3 ， 更佳為400 kg/m3 ～900 kg/m3 ， 進而較佳為500 kg/m3 ～800 kg/m3 。 作為減水劑，亦可使用木質素系、萘磺酸系、胺磺酸系、多羧酸系之減水劑、高性能減水劑、高性能AE減水劑等。自確保低水水泥比之流動性之觀點而言，作為減水劑，既可使用多羧酸系之減水劑、高性能減水劑或高性能AE減水劑，亦可使用多羧酸系之高性能減水劑。又，為了使減水劑為預先混和之預混料類型之砂漿組合物，較佳為減水劑之性狀為粉體。 上述砂漿組合物相對於水泥與矽灰之合量100質量份，使減水劑 較佳為包含0.01質量份～6.0質量份， 更佳為包含0.05質量份～4.0質量份， 進而較佳為包含0.07質量份～3.0質量份， 特佳為包含0.10質量份～2.0質量份。 作為上述消泡劑，可列舉特殊非離子調配型界面活性劑、聚伸烷基衍生物、疏水性氧化矽、聚醚系等。於該情形時，上述砂漿組合物相對於水泥與矽灰之合量100質量份，使消泡劑 較佳為包含0.01質量份～2.0質量份， 更佳為包含0.02質量份～1.5質量份， 進而較佳為包含0.03質量份～1.0質量份。 砂漿組合物亦可根據需要，含有1種以上之膨脹材、收縮降低劑、凝結促進劑、凝結延遲劑、增黏劑、再乳化形樹脂粉末、聚合物乳膠等。 於上述砂漿組合物中，水之添加量相對於水泥與矽灰之合量100質量份， 較佳為10質量份～25質量份， 更佳為12質量份～20質量份， 進而較佳為13質量份～18質量份。 不包含纖維之砂漿組合物之單位水量 較佳為180 kg/m3 ～280 kg/m3 ， 更佳為200 kg/m3 ～270 kg/m3 ， 進而較佳為210 kg/m3 ～260 kg/m3 。 砂漿組合物(超高強度砂漿)如上所述，包含纖維。作為纖維，可列舉有機纖維及無機纖維。作為有機纖維，可列舉聚丙烯纖維、聚乙烯纖維、維尼綸纖維、丙烯酸纖維、尼龍纖維等。作為無機纖維，可列舉玻璃纖維、碳纖維等。 纖維之標準纖維長 較佳為2 mm～50 mm， 更佳為3 mm～40 mm， 進而較佳為4 mm～30 mm， 特佳為5 mm～20 mm。 纖維之切斷伸長率之上限值 較佳為200%以下， 更佳為100%以下， 進而較佳為50%以下， 特佳為30%以下。 纖維之切斷伸長率之下限值較佳為1%以上。 纖維之比重 較佳為0.90～3.00， 更佳為1.00～2.00， 進而較佳為1.10～1.50。 纖維之縱橫比(標準纖維長/纖維直徑) 較佳為5～1200， 更佳為10～600， 進而較佳為20～300， 特佳為30～200。 藉由使用滿足該等條件之纖維，可確保砂漿組合物之較高之流動性，亦能夠提高耐火性能。又，亦能夠抑制邊緣缺陷等因衝擊所致之缺損。 纖維之添加量相對不包含纖維之砂漿組合物以外加比例計， 較佳為0.05體積%～4體積%， 更佳為0.1體積%～3體積%， 進而較佳為0.3體積%～2體積%。 若纖維之添加量為0.05體積%以上，則存在容易獲得充分之耐火爆裂性、耐衝擊性之傾向。若有機纖維之添加量為4體積%以下，則存在容易在砂漿組合物中練混有機纖維之傾向。 上述砂漿組合物之製造方法並不特別限定，亦可藉由將水及有機纖維以外之材料之一部分或全部預先混合，其次添加水並加入至攪拌器進行混練而製造。砂漿組合物之混練中使用之攪拌器並不特別限定，亦可使用砂漿用攪拌器、二軸強制混練攪拌器、鍋型攪拌器、薄漿攪拌器等。砂漿組合物亦可以可不於現場進行標準熱處理之方式採用常溫硬化型。 超高強度砂漿之砂漿硬化體之材齡28天時之壓縮強度自耐震性、成本及耐久性之觀點而言， 較佳為80 N/mm2 ～200 N/mm2 ， 更佳為100 N/mm2 ～200 N/mm2 ， 進而較佳為150 N/mm2 ～200 N/mm2 。 [高強度混凝土之詳細情況] 繼而，對高強度混凝土之詳細情況進行說明。高強度混凝土係根據JIS A 5308：2014「預攪拌混凝土」中所記載之高強度混凝土，含有水泥、骨料、混和材料及水。 水泥係一般作為水硬性材料者，亦可使用任一之市售品。其等之中，較佳為包含JIS R 5210：2009「波特蘭水泥」、JIS R 5211：2009「高爐水泥」、JIS R 5212：2009「氧化矽水泥」、JIS R 5213：2009「飛灰水泥」中規定之水泥。 骨料較佳為使用JIS A 5308：2014「預攪拌混凝土」附屬書A「預攪拌混凝土用骨料」中所記載之碎石及碎砂或砂石及砂。 碎石及砂石之最大尺寸較佳為25 mm以下，更佳為20 mm以下。 混和材料較佳為使用選自JIS A 6201：2015「混凝土用飛灰」、JIS A 6202：2017「混凝土用膨脹材」、JIS A 6204：2011「混凝土用化學混和劑」、JIS A 6205：2013「混凝土用防銹劑」、JIS A 6206：2013「混凝土用高爐礦渣微粉末」及JIS A 6207：2016「混凝土用矽灰」中規定之飛灰、膨脹材、化學混和劑、防銹劑、高爐礦渣微粉末及矽灰中之至少一者。 高強度混凝土之坍落度(slump)較佳為6 cm～20 cm。又，坍落流動度較佳為42.5 cm～70 cm。 高強度混凝土之空氣量較佳為3.0%～6.0%。 高強度混凝土之混凝土硬化體之材齡28天時之壓縮強度較佳為50 N/mm2 以上，更佳為55 N/mm2 以上，進而較佳為60 N/mm2 以上。 [作用] 於如以上般之本實施形態中，錨定鋼筋30、31將補強腳部22與基礎4a連通，並且設置於補強腳部22之下端面之凸部25與基礎4a之上表面之凹部6嵌合。因此，即便於因地震等之發生而對已補強之建築物3作用水平方向之外力之情形時，作用於補強柱部21之剪力亦經由與錨定鋼筋30、31相互嵌合之凸部25及凹部6而傳遞至基礎4a。因此，即便於水平方向相鄰之補強腳部22彼此未利用補強樑部連接，亦可實現既有建築物1之底層架空柱4c之充分之補強。因此，能夠簡易且低成本地進行既有建築物1之補強。 [變化例] 以上，對本發明之實施形態詳細地進行了說明，但亦可於本發明之主旨之範圍內對上述實施形態加以各種變化。 (1)例如，亦可藉由對不具備底層架空構造4之既有建築物1設置補強構造物2，而構成已補強之建築物3。 (2)可為，補強構件22a之壓縮強度越大則於補強腳部22內延伸之錨定鋼筋30、31之長度越小。例如，若由聚合物水泥砂漿硬化體(壓縮強度為60 N/mm2 )構成補強構件22a，則相對於由混凝土硬化體(壓縮強度為35 N/mm2 )構成補強構件22a之情形時，可使於補強腳部22內延伸之錨定鋼筋30、31之長度為約0.76倍。 (3)於上述實施形態中，凹部6係自上方觀察呈四邊形狀，但凹部6之形狀並不限定於此，亦可具有各種形狀。例如，凹部6亦可係自上方觀察為圓形狀。 (4)錨定鋼筋30、31既可以通過凹部6及凸部25之方式配置於補強腳部22及基礎4a內，亦可以不通過凹部6及凸部25之方式配置於補強腳部22及基礎4a內。 (5)凹部6既可自上方觀察位於補強腳部22之中央部，亦可自上方觀察位於靠補強腳部22之周緣。 (6)於上述實施形態中，自上方觀察時之凹部6之大小比補強腳部22之大小更小，但既可與補強腳部22之大小為相同程度，亦可比補強腳部22之大小更大。 (7)於上述實施形態中，於基礎4a之上表面設置有一個凹部6，但亦可於基礎4a之上表面設置有複數個凹部6。於該情形時，亦可於補強腳部22之下端面，設置有分別嵌合於各凹部6之複數個凸部25。藉由複數個凹部6及複數個凸部25之嵌合而使補強腳部22與基礎4a連接，故而作用於補強柱部21之剪力容易進一步傳遞至基礎4a。因此，可實現既有建築物1之底層架空柱4c之進一步補強。 例如，如圖6所示，亦可以沿著底層架空柱4c及補強腳部22排列之方向排列之方式將2個凹部6設置於基礎4a之上表面。此處，設想對位於靠補強腳部22之凹部61(第1凹部)與位於較凹部61更遠離補強腳部22之側之凹部62(第2凹部)，自分別嵌合於凹部61、62內之凸部25(第1凸部及第2凸部)向圖6之左方向作用剪力，而使凹部61、62與基礎4a之間之區域R1、R2被水平地破壞之情形。區域R1係由自作為凹部61之應力集中部之角部P向45°之方向擴展且延伸之一對剪切帶SB1(第1假想直線)、凹部61之左外周緣6a、及基礎4a之左外周緣4f包圍而構成。區域R2係由自作為凹部62之應力集中部之角部P向45°之方向擴展且延伸之一對剪切帶SB2(第2假想直線)、凹部62之左外周緣6a、及基礎4a之左外周緣4f包圍而構成。於將參數A1、A2、B1、B2、C分別定義為 A1：自上方觀察時之凹部61之面積 A2：自上方觀察時之凹部62之面積 B1：自上方觀察時之區域R1之面積 B2：自上方觀察時之區域R2之面積 C：區域R1與區域R2重疊之部分之面積 之情形時，(B1＋B2－C)/(A1＋A2)既可為1.0以上，亦可為1.2以上，亦可為1.4以上。於該情形時，於剪力於凹部61、62與凸部25之間傳遞時，於各凹部61、62之附近基礎4a極不易破損。3個以上之凹部6沿著底層架空柱4c及補強腳部22排列之方向排列之情形時亦相同。 或者，例如，如圖7所示，亦可以沿著基礎樑4b及補強樑部23之延伸方向(水平方向)排列之方式將2個凹部6設置於基礎4a之上表面。此處，設想對位於圖7之左側之凹部63(第2凹部)與位於右側之凹部64(第1凹部)，自分別嵌合於凹部63、64內之凸部25(第1凸部及第2凸部)向圖7之左方向作用剪力，而使凹部63、64與基礎4a之間之區域R3、R4被水平地破壞之情形。區域R3係由自作為凹部63之應力集中部之角部P向45°之方向擴展且延伸之一對剪切帶SB3(第3假想直線)、凹部63之左外周緣6a、及基礎4a之左外周緣4f包圍而構成。區域R4係由自作為凹部64之應力集中部之角部P向45°之方向擴展且延伸之一對剪切帶SB4(第1假想直線)、凹部64之左外周緣6a、及與凹部63中位於凹部64側之右外周緣6b相切且於與基礎樑4b及補強樑部23之延伸方向正交之方向(底層架空柱4c及補強腳部22排列之方向)延伸之假想直線SB5(第2假想直線)包圍而構成。於將參數A3、A4、B3、B4分別定義為 A3：自上方觀察時之凹部63之面積 A4：自上方觀察時之凹部64之面積 B3：自上方觀察時之區域R3之面積 B4：自上方觀察時之區域R4之面積 之情形時，(B3＋B4)/(A3＋A4)既可為1.0以上，亦可為1.2以上，亦可為1.4以上。於該情形時，於剪力於凹部63、64與凸部25之間傳遞時，於各凹部63、64之附近基礎4a極不易破損。3個以上之凹部6沿著基礎樑4b及補強樑部23之延伸方向(水平方向)排列之情形時亦相同。 (8)如圖8所示，底層架空構造4亦可進而具備於相鄰之基礎4a之間沿著一方向(於圖8中為既有建築物1之寬度方向)延伸之基礎樑4g。於該情形時，藉由補強柱部21及補強腳部22之存在而補強底層架空柱4c，故而於因地震等之發生而對已補強之建築物作用水平方向之外力之情形時，基礎樑4g先於底層架空柱4c而破壞。因此，一般而言，能夠使強度有裕度之基礎樑4g之性能發揮直至基礎樑4g破壞為止。 (9)於上述實施形態及變化例(8)之任一者中，亦可於既有建築物1不設置正交壁4h。The embodiments of the present invention described below are illustrative of the present invention, and the present invention is not limited to the following. In the following description, elements having the same elements or the same functions are denoted by the same reference numerals, and the description thereof will not be repeated. [Structure of the reinforced building 3] First, the structure of the reinforced building 3 to which the reinforcing structure 2 is applied to the existing building 1 will be described with reference to Figs. 1 to 5 . The existing building 1 includes an underlying overhead structure 4 located on the first floor portion (overground portion) and an upper portion structure 5 located above the lower floor overhead structure 4. The underlying overhead structure 4 has a foundation 4a (base portion), a foundation beam 4b, a bottom shelf column 4c (column portion), a bottom frame beam 4d (beam portion), and an orthogonal wall 4h. The foundation 4a and the foundation beam 4b are embedded in the ground (foundation) GL (see Fig. 2), and the load of the entire reinforced building 3 is transmitted to the foundation. The foundation 4a, the foundation beam 4b, the underlying overhead column 4c, and the underlying overhead beam 4d are composed of, for example, reinforced concrete. That is, these are formed by reinforcing steel (not shown) inside the concrete hardened body. The compressive strength of the concrete hardened body in the existing building 1 at 28 days may be, for example, 13.5 N/mm. 2 the above. In the example of Fig. 1, the foundation 4a is arranged in such a manner as to be arranged along the outer circumference of the reinforced building 3. As shown in FIGS. 2 to 5, a concave portion 6 that is recessed downward is provided on the upper surface of the base 4a. The recessed portion 6 is located in front of the underlying overhead column 4c and has a quadrangular shape. The base beam 4b and the orthogonal wall 4h extend in a direction (in the present example, the depth direction of the existing building 1) between adjacent bases 4a. The underlying overhead column 4c is erected on the base 4a and extends in the vertical direction. The underlying overhead column 4c connects the base 4a with the upper structure 5 to support the upper structure 5. The upper end portion of the underlying overhead column 4c is connected to the underlying overhead beam 4d, and also functions as the intersection portion 4e. The underlying elevated beam 4d extends between adjacent underlying elevated columns 4c. The underlying aerial beam 4d supports the upper structure 5 together with the underlying overhead column 4c. The orthogonal wall 4h is provided in a region surrounded by the foundation beam 4b, the underlying overhead column 4c arranged in the depth direction of the existing building 1, and the underlying elevated beam 4d extending in the depth direction of the existing building 1. [Configuration of Reinforcing Structure] Next, the reinforcing structure 2 will be described in detail with reference to Figs. 1 to 4 . The reinforcing structure 2 has a reinforcing column portion 21, a reinforcing leg portion 22, a reinforcing beam portion 23, and a reinforcing intersecting portion 24. The reinforcing column portion 21 is disposed on the surface side of the underlying overhead column 4c, and extends in the vertical direction along the underlying overhead column 4c. The reinforcing column portion 21 is configured by arranging a reinforcing bar 21b in the concrete hardened body 21a. The compressive strength of the concrete hardened body in the reinforcing column portion 21 at 28 days may be, for example, 27 N/mm. 2 the above. The reinforcing bar 21b is located away from the surface of the underlying overhead column 4c. The reinforcing bar 21b has a plurality of main ribs 21c and a plurality of shear reinforcing ribs 21d. The main rib 21c runs through the reinforcing column portion 21 so as to extend in the vertical direction. When viewed from the vertical direction, the main ribs 21c are arranged to be apart from each other in a rectangular shape in the reinforcing column portion 21. The shear reinforcing rib 21d has a rectangular shape and is connected to the main rib 21c so as to surround the main rib 21c. The connection of the shear reinforcing rib 21d to the main rib 21c can be performed, for example, by welding or by fastening of a fastening member such as a hook. The lower end portion of the reinforcing column portion 21 also functions as the reinforcing leg portion 22. The reinforcing leg portion 22 is disposed on the surface side of the underlying overhead column 4c, and extends in the vertical direction along the lower end portion of the underlying overhead column 4c. The reinforcing foot 22 is located above the recess 6. The reinforcing leg portion 22 is configured by arranging a reinforcing bar 21b in the reinforcing member 22a. One of the reinforcing members 22a is partially embedded in the recess 6. In other words, the lower end surface of the reinforcing leg portion 22 is provided with a convex portion 25 that protrudes downward (see FIG. 2). The convex portion 25 is fitted into the concave portion 6 of the base 4a. When the compressive strength of the reinforcing member 22a is compared with the material age of the same number of days, it may be equal to or higher than the compressive strength of the concrete hardened body 21a and the concrete hardened body 23a described below. The reinforcing member 22a may be, for example, a hardened body obtained by curing a polymer cement mortar, a hardened body obtained by hardening an ultra-high-strength mortar, or a hardened body (high-strength concrete hardened body) hardened by high-strength concrete. It can be a hardened concrete (concrete hardened body). In the reinforcing member 22a, in addition to the lower end portion of the reinforcing bar 21b, a plurality of anchoring reinforcing bars 30 and at least one anchoring reinforcing bar 31 are disposed. The plurality of anchoring bars 30 are identical to the main ribs 21c, and are arranged in a vertical direction as viewed in the vertical direction, and are arranged in a rectangular manner in the reinforcing leg portions 22. The upper ends of the plurality of anchor bars 30 are respectively connected to the lower ends of the corresponding main ribs 21c. At least one anchoring rebar 31 is viewed from the vertical direction and is located inside the plurality of anchoring rebars 30. In the present embodiment, one anchor steel bar 31 is located substantially at the center of the reinforcing leg portion 22 as viewed from the vertical direction so as to pass through the concave portion 6 and the convex portion 25. The upper end portion of the anchoring reinforcing bar 31 is disposed in the reinforcing member 22a in a state in which it is not connected to either of the main ribs 21c. The lower ends of the anchoring bars 30, 31 are disposed in the base 4a. That is, the anchoring bars 30, 31 communicate the reinforcing leg 22 with the base 4a. The anchoring bars 30, 31 function to transmit vibration energy (for example, seismic energy) transmitted from the existing building 1 to the reinforcing structure 2 to the foundation 4a. The anchoring bars 30, 31 can also be, for example, tie anchors. In this case, an epoxy resin or cement-based adhesive is filled into the hole in a state in which the lower end portions of the anchoring reinforcing bars 30 and 31 are inserted in a hole extending in the vertical direction in the vertical direction. Thereby, the anchoring bars 30, 31 are fixed to the foundation 4a. The fixed length of the anchoring bars 30, 31 with respect to the foundation 4a is not particularly limited as long as it is sufficiently fixed relative to the foundation 4a, and may be, for example, 12 times (12D) or more of the diameter of the anchoring bars 30, 31. It can also be 16 times (16D) or more of the diameter of the anchor steel 30, 31. The anchoring bars 30, 31 may be, for example, SD345, SD295, SD420, SD280. Furthermore, SD345 and SD295 are based on JIS G 3112:2010 "Bar Steel for Reinforced Concrete". The SD420 and SD280 are based on the CNS 560 "Reinforcement for Reinforced Concrete of the Republic of China". The reinforcing beam portion 23 is disposed on the surface side of the underlying aerial beam 4d, and extends in the horizontal direction along the underlying aerial beam 4d. The reinforcing beam portion 23 is configured by arranging a reinforcing bar 23b in the concrete hardened body 23a. The compressive strength of the concrete hardened body in the reinforcing beam portion 23 at 28 days may be, for example, 27 N/mm. 2 the above. The reinforcing bar 23b is located away from the surface of the underlying elevated beam 4d. The reinforcing bar 23b has a plurality of main ribs 23c and a plurality of shear reinforcing ribs 23d. The main rib 23c runs through the reinforcing beam portion 23 so as to extend in the horizontal direction. The main ribs 23c are arranged in a horizontal direction as viewed from the horizontal direction, and are arranged in a rectangular shape in the reinforcing beam portion 23. The shear reinforcing rib 23d has a rectangular shape and is connected to the main rib 23c so as to surround the main rib 23c. The connection of the shear reinforcing rib 23d to the main rib 23c can be performed, for example, by welding or by fastening of a fastening member such as a hook. The reinforcing intersection portion 24 is disposed on the surface side of the intersection portion 4e. The reinforcing intersection portion 24 connects the ends of the reinforcing column portion 21 and the reinforcing beam portion 23 to each other. Therefore, the reinforcing intersection portion 24 is located at the intersection of the reinforcing column portion 21 and the reinforcing beam portion 23. Therefore, the reinforcing structure 2 has a U-shape as a whole by the reinforcing column portion 21, the reinforcing leg portion 22, the reinforcing beam portion 23, and the reinforcing intersecting portion 24. The reinforcing intersection portion 24 is configured by arranging the reinforcing bars 21b and 23b in the reinforcing member 24a. When the compressive strength of the reinforcing member 24a is compared with the material age of the same number of days, it may be larger than the compressive strength of the concrete hardened bodies 21a and 23a. The reinforcing member 24a may be, for example, a hardened body in which a polymer cement mortar is hardened, a hardened body in which an ultra-high-strength mortar is hardened, or a hardened body in which high-strength concrete is hardened (high-strength concrete hardened body). It can be a hardened concrete (concrete hardened body). [Details of the concave portion] Here, the concave portion 6 will be described in detail with reference to Figs. 4 and 5 . When the shearing force is applied to the concave portion 6 from the convex portion 25 due to the occurrence of an earthquake or the like, it is preferable that the base 4a is not broken. Here, as shown in FIG. 4, it is assumed that the shearing force is applied to the concave portion 6 from the convex portion 25 in the left direction of FIG. 4, and the region R between the concave portion 6 and the base portion 4a is horizontally broken. It is considered that the direction of the maximum shear stress is 45° from the corner portion P of the stress concentration portion as the concave portion 6, and therefore is at an angle of 45° with respect to the extending direction (horizontal direction) of the foundation beam 4b and the reinforcing beam portion 23 A pair of imaginary straight lines extending in such a manner that the portion P extends toward the left outer peripheral edge 4f of the base 4a is a shear band SB. Therefore, the region R is constituted by the left outer peripheral edge 6a of the recessed portion 6, the pair of shear bands SB, and the left outer peripheral edge 4f of the base 4a. If parameters A and B are respectively defined as l: width of recess 6 [cm] b: depth of recess 6 [cm] L: distance of recess 6 from left outer periphery 4f (height of region R) [cm] A: The area of the recess 6 when viewed from above [cm 2 ] B: Area of the area R when viewed from above [cm 2 ] F C-ex : Compressive strength of concrete hardened body constituting foundation 4a [kg/cm 2 ] F c : compressive strength of the reinforcing member 22a constituting the reinforcing leg portion 22 [kg/cm 2 ] Q PA : ultimate shear endurance of area R [kg] R Q: ultimate shear endurance [kg] of the convex portion 25, then A, B, Q PA , R Q is represented by Formulas 1-4, respectively. If the formula 5 is satisfied, the region R of the foundation 4a is not sheared and broken before the convex portion 25. Therefore, Equation 6 is obtained by using A and B to form Equations 3 to 5. Therefore, the area A of the recessed portion 6 and the area B of the region R may also satisfy at least Equation 6. Hereinafter, a representative F of the concrete hardened body constituting the base 4a is shown. C-ex The value of the representative F of the reinforcing member 22a constituting the reinforcing leg portion 22 c The value is substituted into the value of B/A in Equation 6. <Table 1> According to Table 1, it can be B/A≧1.0, B/A≧1.2 or B/A≧1.4. When the shear force is transmitted between the concave portion 6 and the convex portion 25, the convex portion 25 is extremely unlikely to be broken. When the shearing force is applied to the concave portion 6 from the convex portion 25 due to the occurrence of an earthquake or the like, it is preferable that the base 4a (region R) is not broken. Here, if the parameter t, R N is set to t: the depth of the recess 6 (refer to FIG. 5) [cm] R N: the axial force [kg] of the mechanism, then R N is represented by Formula 7. R N=t×b×0.8F C-ex ・・・(7) If Equation 8 is satisfied, the convex portion 25 is not damaged by shearing. Therefore, if the equations 1, 4, 7, and 8 are sorted by l, t, the equation 9 is obtained. Therefore, the width l and the depth t of the recessed portion 6 may satisfy at least the formula 9. Hereinafter, a representative F of the concrete hardened body constituting the base 4a is shown. C-ex The value of the representative F of the reinforcing member 22a constituting the reinforcing leg portion 22 c The value is substituted into the value of l/t in Equation 9. <Table 2> According to Table 2, it can be l/t≧3.5, l/t≧4.5, or l/t≧5.5. In this case, when the shear force is transmitted between the concave portion 6 and the convex portion 25, the convex portion 25 is extremely unlikely to be broken. On the other hand, the depth t of the concave portion 6 may be 7 cm or less, may be 5 cm or less, or may be 3 cm or less. In this case, a relatively shallow recess 6 is obtained. Therefore, it is easy to form the concave portion 6 on the foundation 4a, and it is possible to suppress the exposure of the reinforcing bars in the foundation 4a when the concave portion 6 is formed in the foundation 4a. In other words, when the recess 6 is formed in the foundation 4a, the reinforcing bars in the base 4a are extremely unlikely to be broken. As shown in FIG. 5, the angle θ between the bottom wall and the side wall of the recessed portion 6 may be 90°, may be less than 90°, or may exceed 90°. The angle θ may be, for example, about 70 to 110 degrees, or may be about 80 to 100 degrees. If the angle θ is within this range, the recess 6 having such an angle θ can be formed relatively easily. [Reinforcement method of the existing building (manufacturing method of the reinforced building)] Next, referring to FIG. 4, the method of reinforcing the existing building 1 for the existing building 1 construction reinforcing structure 2, that is, the reinforcing structure The manufacturing method of 2 will be described. First, the upper surface of the base 4a is ground and a predetermined portion of the reinforcing leg portion 22 is provided to form the concave portion 6 (first step). Next, anchoring bars 30, 31 are provided for the base 4a. Next, the reinforcing bars 21b are disposed on the surface side of the underlying overhead column 4c, and the reinforcing bars 23b are disposed on the surface side of the underlying overhead beams 4d (second step). Further, the order in which the anchor bars 30, 31 and the bars 21b, 23b are placed is not limited thereto, and the anchor bars 30, 31 may be placed on the foundation 4a after the arrangement of the bars 21b, 23b. Next, the upper end portion of the anchor reinforcing bar 30 is joined to the lower end portion of the main rib 21c. Next, the mold frame (first mold frame) is formed so as to surround the lower end portion of the reinforcing steel 21b. Next, a reinforcing material (first reinforcing material) serving as the reinforcing member 22a is filled in the mold frame. The reinforcing material can flow from the upper part of the mold frame or from the lower part of the mold frame. The reinforcing leg portion 22 is formed by removing the mold frame after the reinforcing material is hardened (the third step). Next, the mold frame (first mold frame) is configured to surround the portion of the reinforcing bar 21b that is lower than the intersection portion 4e. Secondly, concrete is poured into the mold frame. The reinforcing column portion 21 is formed by removing the mold frame after the concrete is hardened (the fourth step). Further, when the reinforcing column portion 21 and the reinforcing leg portion 22 are formed of the same reinforcing material, the frame (first frame) may be formed to surround the portion of the reinforcing bar 21b that is lower than the intersecting portion 4e. Cast concrete in the mold frame. In this case, the reinforcing column portion 21 and the reinforcing leg portion 22 are simultaneously formed by removing the mold frame after the concrete is hardened. Next, the mold frame (second mold frame) is formed so as to surround the portion of the reinforcing bar 23b corresponding to the underlying aerial beam 4d. Secondly, concrete is poured into the mold frame. The reinforcing beam portion 23 is formed by removing the mold frame after the concrete is hardened (the fifth step). Next, the mold frame (third mold frame) is configured to surround the portion corresponding to the intersection portion 4e among the reinforcing bars 21b and 23b. Next, a reinforcing material (second reinforcing material) serving as the reinforcing member 24a is filled in the mold frame. The reinforcing material can flow from the upper part of the mold frame or from the lower part of the mold frame. The reinforcing cross portion 24 is formed by removing the mold frame after the reinforcing material is hardened (the sixth step). In this way, the reinforcing structure 2 composed of the reinforcing column portion 21, the reinforcing leg portion 22, the reinforcing beam portion 23, and the reinforcing intersecting portion 24 is obtained. According to the above steps, the reinforcing structure 2 is installed in the existing building 1, and the strengthened building 3 is completed. [Details of Polymer Cement Mortar] (1) Polymer Cement Composition Next, the details of the polymer cement mortar will be described. The polymer cement composition which is the polymer cement mortar is a polymer cement composition for reinforcing the method, and comprises cement, fine aggregate, plasticizer, re-emulsified powder resin, inorganic expansion material, and synthetic resin fiber. . The cement system is generally used as a hydraulic material, and any commercially available product may be used. Among them, Portland cement specified in JIS R 5210:2009 "Portland Cement" is preferably included. From the standpoint of fluidity and quickness, it is more preferable to include early strong Portland cement. From the viewpoint of strength expression, the specific surface area of the cement is preferably 3000 cm. 2 /g～6000 cm 2 /g, more preferably 3300 cm 2 /g~5000 cm 2 /g, and further preferably 3500 cm 2 /g～4500 cm 2 /g. As the fine aggregate, sands such as sand, river sand, land sand, sea sand, and crushed sand can be exemplified. The fine aggregate may be used alone or in combination of two or more selected from the above. Among these, from the viewpoint of further improving the filling property of the polymer cement mortar to the mold frame, it is preferable to contain the cerium sand. When the fine aggregate is sieved by the method specified in JIS A 1102:2014 "Bredding test method for aggregates", the mass fraction (%) remaining between the successive sieves is in the sieve hole 2000. When it is μm, it is preferably 0% by mass. When the fine aggregate was passed through a sieve having a mesh opening of 2000 μm, the mass fraction was 0% by mass. The mass fraction (%) which stays between successive sieves is preferably 5.0 to 25.0 at a sieve opening of 1180 μm, and is 20.0 to 50.0 at a sieve opening of 600 μm, and is 300 μm at the sieve opening. 20.0～50.0, 5.0~25.0 when the mesh is 150 μm, 0～10.0 when the mesh is 75 μm, and the mass fraction (%) staying between the continuous sieves is better than the mesh 1180 In the case of μm, it is 10.0 to 20.0, which is 25.0 to 45.0 when the mesh is 600 μm, 25.0 to 45.0 when the mesh is 300 μm, and 10.0 to 20.0 when the mesh is 150 μm, and 75 μm when the mesh is 75 μm. , from 0 to 5.0. When the fine aggregate is sieved by the above-mentioned regulations, the mass fraction (%) remaining between the successive sieves is within the above range, whereby a better material separation resistance and fluidity can be obtained. Mortar, or mortar hardened body with higher compressive strength. When the fine aggregate is sieved by the method specified in JIS A 1102:2014 "Bredding test method for aggregates", the fineness modulus of the fine aggregate is preferably 2.00 to 3.00, more preferably 2.20. ～2.80, further preferably 2.30 to 2.70. By setting the fineness modulus of the fine aggregate to the above range, a polymer cement mortar having better material separation resistance or fluidity, or a mortar hardened body having more excellent strength characteristics can be obtained. The above-mentioned sieving can be carried out using a plurality of sieves having different pore diameters as defined in JIS Z 8801-1:2006 "Test sieve - Part 1: Metal mesh sieve". The content of the fine aggregate is preferably 80 parts by mass to 170 parts by mass, more preferably 90 parts by mass to 160 parts by mass, even more preferably 100 parts by mass to 150 parts by mass, per 100 parts by mass of the cement. By setting the content of the fine aggregate to the above range, a mortar hardened body having a higher compressive strength can be obtained. The plasticizer may, for example, be a formaldehyde condensate of melaminesulfonic acid, casein, calcium casein, or a plasticizer of a polycarboxylic acid type. The plasticizer may be used alone or in combination of two or more selected from the above. Among them, from the viewpoint of obtaining a high water reducing effect, a polycarboxylic acid-based plasticizer is preferably contained. By using a polycarboxylic acid-based plasticizer, the water-powder ratio can be lowered, and the strength of the mortar-hardened body can be further improved. The content of the plasticizer is preferably 0.02 parts by mass to 0.70 parts by mass, more preferably 0.05 parts by mass to 0.65 parts by mass, still more preferably 0.10 parts by mass to 0.60 parts by mass, per 100 parts by mass of the cement. By setting the content of the plasticizer to the above range, a polymer cement mortar having better fluidity can be obtained. Further, a mortar hardened body having a higher compressive strength can be obtained. The type and production method of the re-emulsified powder resin are not particularly limited, and those produced by a known production method can be used. Examples of the re-emulsified powder resin include a polyacrylate resin-based, a styrene-butadiene-based synthetic rubber-based, and a vinyl acetate-terminated ethylene carbonate-acrylic acid-based copolymerized re-emulsified powder resin. The re-emulsified powder resin may be used singly or in combination of two or more kinds selected from the above. Further, the re-emulsified powder resin may have an anti-blocking agent on the surface. The re-emulsified powder resin preferably contains acrylic acid from the viewpoint of durability of the mortar hardened body. Further, the glass transition temperature (Tg) of the re-emulsified powder resin is preferably in the range of 5 to 20 ° C from the viewpoint of adhesion and compressive strength. The content of the re-emulsified powder resin is preferably 0.5 parts by mass to 5.0 parts by mass, more preferably 0.7 parts by mass to 4.0 parts by mass, even more preferably 1.0 parts by mass to 3.0 parts by mass, per 100 parts by mass of the cement. By setting the content of the re-emulsified powder resin to the above range, the adhesion of the polymer cement mortar and the compressive strength of the mortar-hardened body can be simultaneously achieved at a high level. Examples of the inorganic expansion material include a quicklime-gypsum-based expansion material, a gypsum-based expansion material, a barium aluminate-based expansion material, and a quicklime-gypsum-calcium aluminate-based expansion material. The inorganic expansion material may be used singly or in combination of two or more kinds selected from the above. Among them, from the viewpoint of further increasing the compressive strength of the mortar-hardened body, it is preferable to include a quicklime-gypsum-calcium aluminate-based expansion material. The content of the inorganic expansion material is preferably 0.1 parts by mass to 7.0 parts by mass, more preferably 0.3 parts by mass to 5.0 parts by mass, even more preferably 0.5 parts by mass to 3.0 parts by mass, per 100 parts by mass of the cement. When the content of the inorganic expansion material is in the above range, further suitable expandability can be exhibited, the shrinkage of the mortar hardened body can be suppressed, and the compressive strength of the mortar hardened body can be further improved. Examples of the synthetic resin fiber include polyethylene, ethylene-vinyl acetate copolymer (EVA), polyolefin such as polypropylene, polyester, polyamide, polyvinyl alcohol, vinylon, and polyvinyl chloride. The synthetic resin fiber may be used singly or in combination of two or more kinds selected from the above. The fiber length of the synthetic resin fiber is preferably from 6 mm to 18 mm, more preferably from 8 mm to 16 mm, from the viewpoint of the dispersibility in the mortar and the crack resistance of the mortar hardened body. Good for 10 mm to 14 mm. The content of the synthetic resin fiber is preferably 0.10 parts by mass to 0.70 parts by mass, more preferably 0.20 parts by mass to 0.60 parts by mass, even more preferably 0.25 parts by mass to 0.55 parts by mass, per 100 parts by mass of the cement. By making the fiber length and content of the synthetic resin fiber into the above range, the dispersibility in the mortar or the crack resistance of the mortar-hardened body can be further improved. That is, by the presence of the synthetic resin fiber, the cracking of the mortar hardened body can be suppressed, and the bending endurance of the mortar hardened body can be improved. Further, the drying shrinkage at the time of curing is small, and the period until the strength of the mortar-hardened body is expressed can be shortened. Therefore, the short-term construction period can be achieved. The polymer cement composition of the present embodiment may contain a coagulation adjusting agent, a thickening agent, a metal-based expanding material, an antifoaming agent, and the like depending on the application. (2) Polymer Cement Mortar The polymer cement mortar contains the above polymer cement composition and water. The polymer cement mortar can be prepared by blending and kneading the above polymer cement composition with water. The polymer cement mortar prepared in this manner has excellent fluidity (flow value). Therefore, the filling (inflow) into the mold frame for forming the reinforcing structure 2 can be smoothly performed. Therefore, it can be preferably used as a polymer cement mortar for the production of the reinforcing structure 2. When the polymer cement mortar is prepared, the flow value of the polymer cement mortar can be adjusted by appropriately changing the water powder ratio (water amount/polymer cement composition amount). The water powder is preferably from 0.08 to 0.16, more preferably from 0.09 to 0.15, still more preferably from 0.10 to 0.14. By making the water powder ratio into the above range, the polymer cement mortar before hardening exhibits good fluidity, and the cement cement mortar hardened mortar hardener exhibits sufficient strength. Therefore, the existing building 1 can be sufficiently reinforced by the hardened mortar hardened body. The flow values in this specification were determined in the following order. A cylindrical vinyl chloride tube having an inner diameter of 50 mm and a height of 100 mm is placed on the glass plate having a thickness of 5 mm. At this time, one end of the vinyl chloride tube was placed in contact with the polishing plate glass, and the other end was placed upward. The polymer cement mortar was injected from the opening on the other end side, and after the polymer cement mortar was filled in the vinyl chloride tube, the vinyl chloride tube was vertically raised. After the diffusion of the mortar was attained, the diameter (mm) of the two directions orthogonal to each other was measured. The average value of the measured values was defined as a flow value (mm). The flow value of the polymer cement mortar is preferably from 170 mm to 250 mm, more preferably from 190 mm to 240 mm, and further preferably from 200 mm to 230 mm. By setting the flow value to the above range, a polymer cement mortar excellent in separation resistance and filling property of the material can be obtained. Moreover, the fluidity of the polymer cement mortar before hardening can be ensured. (3) The mortar hardening mortar hardening system can be formed by hardening the above polymer cement mortar. The mortar hardened body formed in this manner is excellent in strength expression when it is integrated with the concrete forming the lower end portion or the intersection portion 4e of the underlying elevated column 4c. Therefore, the construction period of the reinforcement method can be shortened. Moreover, since it has excellent strength characteristics and excellent durability, the earthquake resistance of the existing building 1 can be improved. The compressive strength of this specification is based on the value of "7. Test of hardened polymer cement mortar" in JIS A 1171:2000 "Test Method for Polymer Cement Mortar" (N/mm 2 ). The bending strength of this specification is based on the value of "7. Test of hardened polymer cement mortar" in JIS A 1171:2000 "Test method for polymer cement mortar" (N/mm 2 ). The compressive strength of the mortar hardened body measured by the above test method at 28 days is preferably 60 N/mm. 2 Above, more preferably 70 N/mm 2 the above. The compressive strength of the mortar hardened body after 28 days is also preferably in the above range. Further, when the compressive strength is in the above range, it is integrated with the concrete forming the lower end portion or the intersection portion 4e of the underlying elevated column 4c, and further excellent shock resistance can be exhibited. [Details of Ultra High Strength Mortar] Next, the ultra high strength mortar will be described. Examples of the ultrahigh-strength mortar include a mortar composition produced by adding fibers and water to cement, ash, fine aggregate, inorganic fine powder, and a hydraulic composition containing a water reducing agent and an antifoaming agent. Regarding the mineral composition of the above cement, C 3 The amount of S is preferably 40.0% by mass to 75.0% by mass, more preferably 45.0% by mass to 73.0% by mass, still more preferably 48.0% by mass to 70.0% by mass, particularly preferably 50.0% by mass to 68.0% by mass. If C 3 When the amount of S is less than 40.0% by mass, the compressive strength tends to be low, and if it exceeds 75.0% by mass, the burning of cement tends to be difficult. Regarding the mineral composition of the above cement, C 3 The amount of A is preferably less than 2.7% by mass, more preferably less than 2.3% by mass, still more preferably less than 2.1% by mass, and particularly preferably less than 1.9% by mass. If C 3 When the amount of A is 2.7 mass% or more, the fluidity is likely to be insufficient. Furthermore, C 3 The lower limit of the amount of A is not particularly limited and is about 0.1% by mass. Regarding the mineral composition of the above cement, C 2 The amount of S is preferably 9.5% by mass to 40.0% by mass, more preferably 10.0% by mass to 35.0% by mass, still more preferably 12.0% by mass to 30.0% by mass. Regarding the mineral composition of the above cement, C 4 The amount of AF is preferably 9.0% by mass to 18.0% by mass, more preferably 10.0% by mass to 15.0% by mass, still more preferably 11.0% by mass to 15.0% by mass. If it is the range of the mineral composition of such cement, it is easy to ensure the higher fluidity of the mortar composition and the higher compressive strength of the hardened body. Regarding the particle size of the cement, the upper limit of the 45 μm sieve residue is preferably 25.0% by mass, more preferably 20.0% by mass, still more preferably 18.0% by mass, particularly preferably 15.0% by mass. Regarding the particle size of the cement, the lower limit of the 45 μm sieve residue is preferably 0.0% by mass, more preferably 1.0% by mass, still more preferably 2.0% by mass, and particularly preferably 3.0% by mass. If the particle size of the cement is within this range, a higher compressive strength can be ensured. Further, since the slurry prepared by using the cement has a moderate viscosity, sufficient dispersibility can be ensured even when the following fibers are added. The specific surface area of the cement is preferably 2500 cm. 2 /g～4800 cm 2 /g, more preferably 2800 cm 2 /g～4000 cm 2 /g, and further preferably 3000 cm 2 /g~3600 cm 2 /g, especially good for 3200 cm 2 /g~3500 cm 2 /g. If the cement has a specific surface area of less than 2500 cm 2 /g has a tendency to lower the strength of the mortar composition, if it exceeds 4800 cm 2 /g has a tendency to lower the fluidity of the low water cement. When manufacturing the above cement, it is not necessary to perform a operation which is particularly different from the usual cement. The above cement can be changed by a mineral composition aimed at blending raw materials such as limestone, vermiculite, slag, coal ash, construction-produced soil, blast furnace dust, etc., and after the actual kiln is fired, gypsum is added to the obtained slag. And pulverized to a specific particle size. The firing kiln can be used in a general NSP kiln or an SP kiln, and a pulverizer such as a general ball mill can be used for the pulverization. Further, two or more kinds of cements may be mixed as needed. The above-mentioned ash is a by-product obtained by dust collection in an exhaust gas produced when metal ruthenium, iridium iron, fused zirconium or the like is produced, and the main component is amorphous SiO which is soluble in an alkali solution. 2 . The average particle diameter of the ash is preferably from 0.05 μm to 2.0 μm, more preferably from 0.10 μm to 1.5 μm, still more preferably from 0.18 μm to 0.28 μm, and particularly preferably from 0.20 μm to 0.28 μm. By using such ash, it is easy to ensure a high fluidity of the mortar composition and a high compressive strength of the hardened body. The mortar composition is preferably 3% by mass to 30% by mass, more preferably 5% by mass to 20% by mass, even more preferably 10% by mass based on the total amount of cement and ash. % to 18% by mass, particularly preferably 10% by mass to 15% by mass. The fine aggregate is not particularly limited, and may also be used in river sand, land sand, sea sand, crushed sand, strontium sand, limestone fine aggregate, blast furnace slag fine aggregate, ferronickel fine aggregate, copper ore. Slag fine aggregate, electric furnace oxidation slag fine aggregate, etc. The water absorption of the fine aggregate is preferably 5.00% or less, more preferably 4.00% or less, further preferably 3.00% or less, and particularly preferably 2.80% or less. Thereby, a more stable fluidity can be obtained. In addition, the "water absorption rate" means a value measured by a method of measuring the water absorption rate (unit: %) of the aggregate specified in JIS A 1109:2006. Further, the particle size of the fine aggregate is all passed through a 10 mm sieve, preferably 85% by mass or more through a 5 mm sieve. Further, the amount of fine aggregate in the mortar composition not containing fiber is preferably 100 kg/m. 3 ~800 kg/m 3 , more preferably 200 kg/m 3 ~600 kg/m 3 , and further preferably 250 kg/m 3 ~500 kg/m 3 . As the inorganic fine powder, fine powders such as limestone powder, vermiculite powder, crushed stone powder, and slag powder can also be used. The inorganic fine powder pulverizes or classifies limestone powder, vermiculite powder, crushed stone powder, slag powder, etc. to a specific surface area of 2500 cm. 2 A fine powder of /g or more is expected to improve the fluidity of the mortar composition. The inorganic micropowder preferably has a specific surface area of 3000 cm 2 /g~5000 cm 2 /g, more preferably 3200 cm 2 /g～4500 cm 2 /g, and further preferably 3400 cm 2 /g~4300 cm 2 /g, especially good for 3600 cm 2 /g~4300 cm 2 /g. The mixture of the fine aggregate and the inorganic fine powder is preferably such that the particle group having a particle diameter of 0.15 mm or less contains 40% by mass to 80% by mass, more preferably 45% by mass to 80% by mass, and further preferably 50% by mass. % to 75% by mass. The mixture is preferably composed of a particle size of 0.075 mm or less and preferably 30% by mass to 80% by mass, more preferably 35% by mass to 70% by mass, even more preferably 40% by mass to 65% by mass. When the particle group having a particle diameter of 0.075 mm or less contained in the mixture of the fine aggregate and the inorganic fine powder is less than 30% by mass, the viscosity of the mortar composition is insufficient and the material is separated. The mixture of the fine aggregate and the inorganic fine powder is 100 parts by mass based on the total amount of the cement and the ash, preferably 10 parts by mass to 60 parts by mass of the fine aggregate, and 5 parts by mass to 55 parts by mass of the inorganic fine powder. Preferably, the fine aggregate contains 15 parts by mass to 45 parts by mass, and the inorganic fine powder contains 10 parts by mass to 40 parts by mass, more preferably 20 parts by mass to 35 parts by mass of the fine aggregate, and 15 parts by mass of the inorganic fine powder. 30 parts by mass. Also, a mortar composition that does not contain fibers per 1 m 3 The unit amount of the mixture of the fine aggregate and the inorganic fine powder is preferably 200 kg/m. 3 ~1000 kg/m 3 More preferably 400 kg/m 3 ~900 kg/m 3 , and further preferably 500 kg/m 3 ~800 kg/m 3 . As the water reducing agent, a lignin-based, naphthalenesulfonic acid-based, aminesulfonic acid-based, polycarboxylic acid-based water reducing agent, a high-performance water reducing agent, a high-performance AE water reducing agent, or the like can be used. From the viewpoint of ensuring the fluidity of low-water cement, as a water reducing agent, a polycarboxylic acid-based water reducing agent, a high-performance water reducing agent or a high-performance AE water reducing agent, or a high-performance multi-carboxylic acid system can be used. Water reducing agent. Further, in order to make the water reducing agent a premixed mortar composition of a premix type, it is preferred that the property of the water reducing agent be a powder. The amount of the water-repellent agent is preferably from 0.01 part by mass to 6.0 parts by mass, more preferably from 0.05 part by mass to 4.0 parts by mass, even more preferably from 0.07 parts by mass, based on 100 parts by mass of the total of the cement and the ash. The parts by mass to 3.0 parts by mass, particularly preferably from 0.10 parts by mass to 2.0 parts by mass. The antifoaming agent may, for example, be a special nonionic surfactant, a polyalkylene derivative, a hydrophobic cerium oxide or a polyether. In this case, the mortar composition preferably contains 0.01 parts by mass to 2.0 parts by mass, more preferably 0.02 parts by mass to 1.5 parts by mass, based on 100 parts by mass of the total amount of the cement and the ash. Furthermore, it is preferable to contain 0.03 mass part - 1.0 mass part. The mortar composition may contain one or more kinds of expansion materials, shrinkage reducing agents, coagulation accelerators, coagulation retarders, tackifiers, re-emulsified resin powders, polymer latexes, and the like, as needed. In the above mortar composition, the amount of water added is preferably from 10 parts by mass to 25 parts by mass, more preferably from 12 parts by mass to 20 parts by mass, even more preferably from 10 parts by mass to 20 parts by mass, based on 100 parts by mass of the total of the cement and the ash. 13 parts by mass to 18 parts by mass. The unit water amount of the mortar composition not containing fiber is preferably 180 kg/m. 3 ~280 kg/m 3 , more preferably 200 kg/m 3 ~270 kg/m 3 , and further preferably 210 kg/m 3 ~260 kg/m 3 . The mortar composition (ultra-high strength mortar) contains fibers as described above. Examples of the fiber include organic fibers and inorganic fibers. Examples of the organic fiber include polypropylene fiber, polyethylene fiber, vinylon fiber, acrylic fiber, and nylon fiber. Examples of the inorganic fibers include glass fibers and carbon fibers. The standard fiber length of the fiber is preferably from 2 mm to 50 mm, more preferably from 3 mm to 40 mm, further preferably from 4 mm to 30 mm, and particularly preferably from 5 mm to 20 mm. The upper limit of the elongation at break of the fiber is preferably 200% or less, more preferably 100% or less, still more preferably 50% or less, and particularly preferably 30% or less. The lower limit of the elongation at break of the fiber is preferably 1% or more. The specific gravity of the fiber is preferably from 0.90 to 3.00, more preferably from 1.00 to 2.00, still more preferably from 1.10 to 1.50. The aspect ratio (standard fiber length/fiber diameter) of the fiber is preferably from 5 to 1200, more preferably from 10 to 600, still more preferably from 20 to 300, particularly preferably from 30 to 200. By using fibers satisfying these conditions, the higher fluidity of the mortar composition can be ensured, and the fire resistance can be improved. Further, it is also possible to suppress a defect due to an impact such as an edge defect. The amount of the fiber added is preferably from 0.05% by volume to 4% by volume, more preferably from 0.1% by volume to 3% by volume, even more preferably from 0.3% by volume to 2% by volume, based on the ratio of the mortar composition not including the fiber. . When the amount of the fibers added is 0.05% by volume or more, it is likely to have sufficient fire-resistant bursting properties and impact resistance. When the amount of the organic fibers added is 4% by volume or less, there is a tendency that the organic fibers are easily blended in the mortar composition. The method for producing the mortar composition is not particularly limited, and it may be produced by partially mixing all of the materials other than water and organic fibers, and then adding water and adding it to a stirrer for kneading. The agitator used in the kneading of the mortar composition is not particularly limited, and a mortar agitator, a two-axis forced kneading agitator, a pot type agitator, a grout agitator, or the like may be used. The mortar composition may also be of a room temperature hardening type in a manner that does not require standard heat treatment on site. The compressive strength of the hardened mortar of the ultrahigh-strength mortar at 28 days is preferably 80 N/mm from the viewpoints of shock resistance, cost, and durability. 2 ~200 N/mm 2 , more preferably 100 N/mm 2 ~200 N/mm 2 , and further preferably 150 N/mm 2 ~200 N/mm 2 . [Details of high-strength concrete] Next, the details of high-strength concrete will be described. High-strength concrete is made of cement, aggregate, mixed materials and water according to the high-strength concrete described in JIS A 5308:2014 "Pre-mixed concrete". The cement system is generally used as a hydraulic material, and any commercially available product may be used. Among them, JIS R 5210:2009 "Portland Cement", JIS R 5211:2009 "Blast Furnace Cement", JIS R 5212:2009 "Yttrium Oxide Cement", and JIS R 5213:2009 "fly ash" are preferably included. Cement specified in cement. As the aggregate, it is preferable to use the crushed stone and the crushed sand or sand and sand described in JIS A 5308: 2014 "Premixed Concrete" Attachment A "Premixed Concrete Aggregate". The maximum size of the gravel and sandstone is preferably 25 mm or less, more preferably 20 mm or less. The mixed material is preferably selected from JIS A 6201:2015 "flying ash for concrete", JIS A 6202:2017 "expanded concrete for concrete", JIS A 6204:2011 "chemical mixture for concrete", JIS A 6205:2013 "Plasting agent for concrete", JIS A 6206: 2013 "Blast furnace slag fine powder for concrete" and JIS A 6207: 2016 "flying ash for concrete", fly ash, expansion material, chemical mixture, rust inhibitor, At least one of blast furnace slag micropowder and ash. The slump of high-strength concrete is preferably 6 cm to 20 cm. Further, the slump flow rate is preferably 42.5 cm to 70 cm. The amount of air of the high-strength concrete is preferably from 3.0% to 6.0%. The compressive strength of the concrete of the high-strength concrete is preferably 50 N/mm at 28 days of age. 2 Above, more preferably 55 N/mm 2 Above, further preferably 60 N/mm 2 the above. [Action] In the present embodiment as described above, the anchor reinforcing bars 30, 31 communicate the reinforcing leg portion 22 with the base 4a, and are disposed on the convex portion 25 of the lower end surface of the reinforcing leg portion 22 and the upper surface of the base 4a. The recess 6 is fitted. Therefore, even when a force in the horizontal direction is applied to the reinforcing building 3 due to the occurrence of an earthquake or the like, the shearing force acting on the reinforcing column portion 21 is also fitted to the convex portion that is fitted to the anchoring reinforcing bars 30, 31. 25 and the recess 6 are transmitted to the base 4a. Therefore, even if the reinforcing leg portions 22 adjacent to each other in the horizontal direction are not connected to each other by the reinforcing beam portion, sufficient reinforcement of the underlying overhead column 4c of the existing building 1 can be achieved. Therefore, the reinforcement of the existing building 1 can be performed easily and at low cost. [Variation] Although the embodiment of the present invention has been described in detail above, the above embodiment can be variously modified within the scope of the gist of the invention. (1) For example, the reinforcing structure 3 may be formed by providing the reinforcing structure 2 to the existing building 1 not including the underlying overhead structure 4. (2) The smaller the compressive strength of the reinforcing member 22a, the smaller the length of the anchoring reinforcing bars 30, 31 extending in the reinforcing leg portion 22. For example, if the polymer cement mortar is hardened (compressive strength is 60 N/mm) 2 ) constituting the reinforcing member 22a is compared with a concrete hardened body (compression strength is 35 N/mm) 2 When the reinforcing member 22a is formed, the length of the anchoring reinforcing bars 30, 31 extending in the reinforcing leg portion 22 can be about 0.76 times. (3) In the above embodiment, the concave portion 6 has a rectangular shape as viewed from above, but the shape of the concave portion 6 is not limited thereto, and may have various shapes. For example, the recessed portion 6 may have a circular shape as viewed from above. (4) The anchoring bars 30 and 31 may be disposed in the reinforcing leg portion 22 and the base portion 4a by the recess portion 6 and the convex portion 25, or may be disposed on the reinforcing leg portion 22 without passing through the recess portion 6 and the convex portion 25. Within the base 4a. (5) The concave portion 6 may be located at the central portion of the reinforcing leg portion 22 as viewed from above, or may be located at the periphery of the reinforcing foot portion 22 as viewed from above. (6) In the above embodiment, the size of the recessed portion 6 when viewed from above is smaller than the size of the reinforcing leg portion 22, but may be the same as the size of the reinforcing leg portion 22, or may be smaller than the size of the reinforcing leg portion 22. Bigger. (7) In the above embodiment, one recess 6 is provided on the upper surface of the base 4a, but a plurality of recesses 6 may be provided on the upper surface of the base 4a. In this case, a plurality of convex portions 25 respectively fitted to the respective concave portions 6 may be provided on the lower end surface of the reinforcing leg portion 22. Since the reinforcing leg portion 22 is connected to the base 4a by the fitting of the plurality of concave portions 6 and the plurality of convex portions 25, the shearing force acting on the reinforcing column portion 21 is easily transmitted to the foundation 4a. Therefore, further reinforcement of the underlying overhead column 4c of the existing building 1 can be achieved. For example, as shown in FIG. 6, two recesses 6 may be provided on the upper surface of the foundation 4a so as to be arranged in the direction in which the underlying overhead column 4c and the reinforcing leg portion 22 are arranged. Here, it is assumed that the concave portion 61 (first concave portion) located on the reinforcing leg portion 22 and the concave portion 62 (second concave portion) located further away from the reinforcing leg portion 22 than the concave portion 61 are fitted to the concave portions 61, 62, respectively. The inner convex portion 25 (the first convex portion and the second convex portion) acts on the left direction of FIG. 6 and causes the regions R1 and R2 between the concave portions 61 and 62 and the base 4a to be horizontally broken. The region R1 is extended from the corner portion P of the stress concentration portion as the concave portion 61 in the direction of 45° and extends to one of the shear band SB1 (first imaginary straight line), the left outer peripheral edge 6a of the concave portion 61, and the base 4a. It is composed of a left outer peripheral edge 4f. The region R2 is extended from the corner portion P of the stress concentration portion as the concave portion 62 in the direction of 45° and extends to one of the shear band SB2 (second imaginary straight line), the left outer peripheral edge 6a of the concave portion 62, and the base 4a. It is composed of a left outer peripheral edge 4f. The parameters A1, A2, B1, B2, and C are respectively defined as A1: the area A2 of the concave portion 61 when viewed from above: the area B1 of the concave portion 62 when viewed from above: the area B2 of the region R1 when viewed from above: When the area of the region R2 when viewed from above is C: the area of the portion where the region R1 overlaps with the region R2, (B1+B2-C)/(A1+A2) may be 1.0 or more, 1.2 or more, or 1.4. the above. In this case, when the shear force is transmitted between the concave portions 61 and 62 and the convex portion 25, the base 4a is less likely to be damaged in the vicinity of each of the concave portions 61 and 62. The case where the three or more recessed portions 6 are arranged along the direction in which the underlying overhead column 4c and the reinforcing leg portion 22 are arranged are also the same. Alternatively, for example, as shown in FIG. 7, the two concave portions 6 may be provided on the upper surface of the foundation 4a so as to be aligned along the extending direction (horizontal direction) of the foundation beam 4b and the reinforcing beam portion 23. Here, it is assumed that the concave portion 63 (second concave portion) located on the left side of FIG. 7 and the concave portion 64 (first concave portion) located on the right side are respectively fitted into the convex portions 25 (first convex portions and the concave portions) in the concave portions 63 and 64, respectively. The second convex portion) is applied to the left direction of FIG. 7 to cause the regions R3 and R4 between the concave portions 63 and 64 and the base 4a to be horizontally broken. The region R3 is extended from the corner portion P of the stress concentration portion as the concave portion 63 in the direction of 45° and extends to one of the shear band SB3 (third imaginary straight line), the left outer peripheral edge 6a of the concave portion 63, and the base 4a. It is composed of a left outer peripheral edge 4f. The region R4 extends from the corner portion P of the stress concentration portion as the concave portion 64 in the direction of 45° and extends one of the pair of shear bands SB4 (first imaginary straight line), the left outer peripheral edge 6a of the concave portion 64, and the concave portion 63. The imaginary straight line SB5 in which the right outer peripheral edge 6b on the concave portion 64 side is tangent and extends in a direction orthogonal to the extending direction of the base beam 4b and the reinforcing beam portion 23 (the direction in which the underlying overhead column 4c and the reinforcing leg portion 22 are arranged) It is composed of a second imaginary straight line. The parameters A3, A4, B3, and B4 are respectively defined as A3: the area A4 of the concave portion 63 when viewed from above: the area B3 of the concave portion 64 when viewed from above: the area B3 of the area R3 when viewed from above: from above When the area of the region R4 is observed, (B3+B4)/(A3+A4) may be 1.0 or more, 1.2 or more, or 1.4 or more. In this case, when the shear force is transmitted between the concave portions 63 and 64 and the convex portion 25, the base 4a is less likely to be damaged in the vicinity of each of the concave portions 63 and 64. The same applies to the case where three or more recesses 6 are arranged along the extending direction (horizontal direction) of the foundation beam 4b and the reinforcing beam portion 23. (8) As shown in Fig. 8, the underlying overhead structure 4 may further include a base beam 4g extending between the adjacent bases 4a in one direction (in the width direction of the existing building 1 in Fig. 8). In this case, the underlying elevated column 4c is reinforced by the presence of the reinforcing column portion 21 and the reinforcing leg portion 22, so that when a force in the horizontal direction is applied to the strengthened building due to the occurrence of an earthquake or the like, the base beam is used. 4g is destroyed before the underlying overhead column 4c. Therefore, in general, the performance of the foundation beam 4g having a margin of strength can be exerted until the base beam 4g is broken. (9) In any of the above-described embodiments and modifications (8), the orthogonal wall 4h may not be provided in the existing building 1.

1‧‧‧既有建築物1‧‧‧ Existing buildings

2‧‧‧補強構造物2‧‧‧ reinforcing structures

3‧‧‧已補強之建築物3‧‧‧ Buildings that have been strengthened

4‧‧‧底層架空構造4‧‧‧ Underlying overhead structure

4a‧‧‧基礎4a‧‧‧ Foundation

4b‧‧‧基礎樑4b‧‧‧Foundation beam

4c‧‧‧底層架空柱4c‧‧‧ underlying overhead column

4d‧‧‧底層架空樑4d‧‧‧Bottom overhead beam

4e‧‧‧交叉部4e‧‧‧Intersection

4f‧‧‧基礎4a之左外周緣4f‧‧‧ Left outer circumference of base 4a

4g‧‧‧基礎樑4g‧‧‧ foundation beam

4h‧‧‧正交壁4h‧‧‧Orthogonal wall

5‧‧‧上部構造5‧‧‧Upper structure

6‧‧‧凹部6‧‧‧ recess

6a‧‧‧左外周緣6a‧‧‧Left outer periphery

6b‧‧‧右外周緣6b‧‧‧right outer periphery

21‧‧‧補強柱部21‧‧‧Strengthening column

21a‧‧‧混凝土硬化體21a‧‧‧Concrete hardened body

21b‧‧‧鋼筋21b‧‧‧Rebar

21c‧‧‧主筋21c‧‧‧ main tendons

21d‧‧‧剪切補強筋21d‧‧‧cutting reinforcement

22‧‧‧補強腳部22‧‧‧Reinforce the foot

22a‧‧‧補強構件22a‧‧‧Reinforcing components

23‧‧‧補強樑部23‧‧‧Reinforced beam

23a‧‧‧混凝土硬化體23a‧‧‧Concrete hardened body

23b‧‧‧鋼筋23b‧‧‧Rebar

23c‧‧‧主筋23c‧‧‧ main tendons

23d‧‧‧剪切補強筋23d‧‧‧cutting reinforcement

24‧‧‧補強交叉部24‧‧ ‧ reinforcement intersection

24a‧‧‧補強構件24a‧‧‧Reinforcing components

25‧‧‧凸部25‧‧‧ convex

30‧‧‧錨定鋼筋30‧‧‧ Anchored steel bars

31‧‧‧錨定鋼筋31‧‧‧ Anchored steel bars

61‧‧‧凹部61‧‧‧ recess

62‧‧‧凹部62‧‧‧ recess

63‧‧‧凹部63‧‧‧ recess

64‧‧‧凹部64‧‧‧ recess

A‧‧‧參數A‧‧‧ parameters

A1‧‧‧參數A1‧‧‧ parameters

A2‧‧‧參數A2‧‧‧ parameters

A3‧‧‧參數A3‧‧‧ parameters

A4‧‧‧參數A4‧‧‧ parameters

B‧‧‧參數B‧‧‧ parameters

B1‧‧‧參數B1‧‧‧ parameters

B2‧‧‧參數B2‧‧‧ parameters

B3‧‧‧參數B3‧‧‧ parameters

B4‧‧‧參數B4‧‧‧ parameters

C‧‧‧參數C‧‧‧ parameters

GL‧‧‧地面(地基)GL‧‧‧ Ground (foundation)

P‧‧‧角部P‧‧‧ corner

SB‧‧‧剪切帶SB‧‧‧Shear band

SB1‧‧‧剪切帶SB1‧‧‧Shear band

SB2‧‧‧剪切帶SB2‧‧‧Shear band

SB3‧‧‧剪切帶SB3‧‧‧Shear band

SB4‧‧‧剪切帶SB4‧‧‧Shear band

SB5‧‧‧假想直線SB5‧‧‧ imaginary straight line

t‧‧‧深度T‧‧‧depth

θ‧‧‧角度Θ‧‧‧ angle

圖1係概略性地表示對具有底層架空構造(pilotis)之既有建築物施工有補強構造物之已補強之建築物之一例的立體圖。 圖2係主要表示底層架空構造及補強構造物之前視圖。 圖3係主要表示柱部之下端部、補強腳部及基礎部之立體圖。 圖4係主要表示柱部之下端部、補強腳部及基礎部之俯視圖。 圖5係圖4之V-V線剖視圖。 圖6係於另一例之已補強之建築物中，主要表示柱部之下端部、補強腳部及基礎部之俯視圖。 圖7係於另一例之已補強之建築物中，主要表示柱部之下端部、補強腳部及基礎部之俯視圖。 圖8係概略性地表示另一例之已補強之建築物之立體圖。Fig. 1 is a perspective view schematically showing an example of a structure in which a reinforcing structure having a reinforcing structure is built in an existing building having a bottom pillar structure (pilotis). Figure 2 is a front view mainly showing the underlying overhead structure and the reinforcing structure. Fig. 3 is a perspective view mainly showing the lower end portion of the column portion, the reinforcing leg portion, and the base portion. Fig. 4 is a plan view showing mainly the lower end portion of the column portion, the reinforcing leg portion, and the base portion. Figure 5 is a cross-sectional view taken along line V-V of Figure 4. Figure 6 is a plan view of another example of a reinforced building, mainly showing the lower end portion of the column portion, the reinforcing foot portion, and the base portion. Figure 7 is a plan view of another example of a reinforced building, mainly showing the lower end portion of the column portion, the reinforcing foot portion, and the base portion. Fig. 8 is a perspective view schematically showing another example of a reinforced building.

Claims (18)

一種已補強之建築物，其具備： 既有建築物；及 補強構造物，其補強上述既有建築物； 上述既有建築物具有： 基礎部，其於內部包含鋼筋； 柱部，其於內部包含鋼筋且設置於上述基礎部上； 樑部，其於內部包含鋼筋；及 交叉部，其位於上述柱部及樑部交叉之部位且分別連接於上述柱部之端部及上述樑部之端部； 上述補強構造物具有： 補強柱部，其沿著上述柱部配置，且包含埋設有鋼筋之混凝土硬化體； 補強腳部，其沿著上述柱部配置，且將上述補強柱部與上述基礎部連接； 補強樑部，其沿著上述樑部配置，且包含埋設有鋼筋之混凝土硬化體；及 補強交叉部，其配置於與上述交叉部對應之位置，且將上述補強柱部之端部與上述補強樑部之端部連接； 上述補強腳部包含呈現混凝土硬化體以上之壓縮強度之硬化體，該硬化體之內部配置有鋼筋， 上述補強交叉部包含呈現高於混凝土硬化體之壓縮強度之硬化體，該硬化體之內部配置有鋼筋， 於上述補強腳部及上述基礎部之內部，設置有以將該等連通之方式延伸之至少一個錨定鋼筋， 於上述基礎部之上表面設置有朝向下方凹陷之凹部， 於上述補強腳部之下端面設置有朝向下方突出之凸部， 上述凹部與上述凸部嵌合。A reinforced building having: an existing building; and a reinforcing structure reinforcing the above-mentioned existing building; the above-mentioned existing building having: a base portion including a reinforcing bar therein; a column portion, which is internally a reinforcing bar is disposed on the base portion; a beam portion including a reinforcing bar therein; and an intersection portion located at a portion where the column portion and the beam portion intersect and connected to an end portion of the column portion and an end portion of the beam portion The reinforcing structure includes: a reinforcing column portion disposed along the column portion and including a concrete hardened body in which steel bars are embedded; a reinforcing leg portion disposed along the column portion, and the reinforcing column portion and the above a reinforcing portion, the reinforcing beam portion is disposed along the beam portion, and includes a concrete hardened body in which the reinforcing steel is embedded; and a reinforcing intersecting portion disposed at a position corresponding to the intersecting portion and having the end of the reinforcing column portion The reinforcing portion is connected to an end portion of the reinforcing beam portion; the reinforcing leg portion includes a hardened body having a compressive strength higher than a concrete hardened body, and the hardened body is provided with a reinforcing bar inside. The reinforcing cross portion includes a hardened body that exhibits a compressive strength higher than that of the concrete hardened body, and the hardened body is internally provided with reinforcing steel, and the reinforcing leg portion and the base portion are provided inside to extend the connecting manner. The at least one anchoring reinforcing bar is provided with a concave portion that is recessed downward on the upper surface of the base portion, and a convex portion that protrudes downward from the lower end surface of the reinforcing leg portion, and the concave portion is fitted to the convex portion. 如請求項1之已補強之建築物，其中上述補強腳部及上述補強交叉部分別由聚合物水泥砂漿硬化成之硬化體、超高強度砂漿硬化成之硬化體或高強度混凝土硬化成之硬化體而構成。The reinforced building of claim 1, wherein the reinforcing foot portion and the reinforcing cross portion are respectively hardened by a polymer cement mortar, a hardened body hardened by an ultra-high-strength mortar, or hardened by high-strength concrete. Constructed as a body. 如請求項1或2之已補強之建築物，其中材齡28天時之上述補強腳部及上述補強交叉部之壓縮強度為60 N/mm2 以上。In the building of claim 1 or 2, the compressive strength of the reinforcing leg and the reinforcing cross portion at the age of 28 days is 60 N/mm 2 or more. 如請求項1至3中任一項之已補強之建築物，其中於將參數l、t分別定義為 l：上述樑部及上述補強樑部之延伸方向之上述凹部之寬度 t：上述凹部之深度 之情形時， 滿足l/t≧3.5。The reinforced building according to any one of claims 1 to 3, wherein the parameters l and t are respectively defined as a width t of the concave portion in the extending direction of the beam portion and the reinforcing beam portion: the concave portion In the case of depth, l/t≧3.5 is satisfied. 如請求項4之已補強之建築物，其中深度t為7 cm以下。A building that has been reinforced in claim 4, wherein the depth t is 7 cm or less. 如請求項1至5中任一項之已補強之建築物，其中於將參數A、B分別定義為 A：自上方觀察時之上述凹部之面積 B：自上表面觀察，由以自上述凹部之應力集中部朝向上述基礎部之外周緣擴展之方式相對於上述樑部及上述補強樑部之延伸方向以45°延伸之一對假想直線、上述凹部之外周緣、及上述基礎部之外周緣圍成之區域之面積 之情形時， 滿足B/A≧1.0。The reinforced building according to any one of claims 1 to 5, wherein the parameters A and B are respectively defined as A: the area B of the concave portion when viewed from above: viewed from the upper surface, from the concave portion The stress concentration portion extends toward the outer periphery of the base portion so as to extend at an angle of 45° with respect to the extending direction of the beam portion and the reinforcing beam portion, the outer peripheral edge of the concave portion, and the outer periphery of the base portion. In the case of the area enclosed by the area, B/A ≧ 1.0 is satisfied. 如請求項1至5中任一項之已補強之建築物，其中於上述基礎部之上表面設置有朝向下方凹陷之第1凹部及第2凹部， 於上述補強腳部之下端面設置有朝向下方突出之第1凸部及第2凸部， 上述第1凹部與上述第1凸部嵌合，上述第2凹部與上述第2凸部嵌合。The reinforced building according to any one of claims 1 to 5, wherein a first recess and a second recess recessed downward are provided on an upper surface of the base portion, and an orientation is provided on a lower end surface of the reinforcing leg portion. The first convex portion and the second convex portion projecting downward, the first concave portion is fitted to the first convex portion, and the second concave portion is fitted to the second convex portion. 如請求項7之已補強之建築物，其中上述第1及第2凹部沿著上述柱部及上述補強柱部排列之方向排列， 上述第1及第2凸部沿著上述柱部及上述補強柱部排列之方向排列， 於將參數A1、B1、A2、B2、C分別定義為 A1：自上方觀察時之上述第1凹部之面積 B1：自上表面觀察，由以自上述第1凹部之應力集中部朝向上述基礎部之外周緣擴展之方式相對於上述樑部及上述補強樑部之延伸方向以45°延伸之一對第1假想直線、上述第1凹部之外周緣、及上述基礎部之外周緣圍成之區域之面積 A2：自上方觀察時之上述第2凹部之面積 B2：自上表面觀察，由以自上述第2凹部之應力集中部朝向上述基礎部之外周緣擴展之方式相對於上述延伸方向以45°延伸之一對第2假想直線、上述第2凹部之外周緣、及上述基礎部之外周緣圍成之區域之面積 C：面積B1之區域與面積B2之區域重疊之部分之面積 之情形時， 滿足(B1＋B2－C)/(A1＋A2)≧1.0。The reinforced building according to claim 7, wherein the first and second concave portions are arranged along a direction in which the column portion and the reinforcing column portion are arranged, and the first and second convex portions are along the column portion and the reinforcing portion The columnar portions are arranged in the direction in which the parameters A1, B1, A2, B2, and C are respectively defined as A1: the area B1 of the first concave portion when viewed from above: viewed from the upper surface, and from the first concave portion a first imaginary straight line extending from the direction in which the beam concentrating portion extends toward the outer periphery of the base portion and extending in a direction of 45° with respect to the extending direction of the beam portion and the reinforcing beam portion, the outer peripheral edge of the first concave portion, and the base portion The area A2 of the region surrounded by the outer periphery: the area B2 of the second concave portion when viewed from above: from the upper surface, the stress concentration portion from the second concave portion is expanded toward the outer periphery of the base portion The area C of the area surrounded by the one of the second imaginary straight line, the outer peripheral edge of the second recess, and the outer periphery of the base portion with respect to the extending direction is overlapped with the area of the area B2. Ministry When the area of the case, satisfy the (B1 + B2-C) / (A1 + A2) ≧ 1.0. 如請求項7之已補強之建築物，其中上述第1及第2凹部沿著上述樑部及上述補強樑部之延伸方向排列， 上述第1及第2凸部沿著上述樑部及上述補強樑部之延伸方向排列， 於將參數A1、B1、A2、B2分別定義為 A1：自上方觀察時之上述第1凹部之面積 B1：自上表面觀察，由以自上述第1凹部之應力集中部朝向上述第2凹部擴展之方式相對於上述延伸方向以45°延伸之一對第1假想直線、上述第1凹部之外周緣、及與上述第2凹部中靠上述第1凹部之外周緣相切且與上述延伸方向正交之第2假想直線圍成之區域之面積 A2：自上方觀察時之上述第2凹部之面積 B2：自上表面觀察，由以自上述第2凹部之應力集中部朝向上述基礎部之外周緣側且遠離上述第1凹部之側擴展之方式相對於上述延伸方向以45°延伸之一對第3假想直線、上述第2凹部之外周緣、及上述基礎部之外周緣圍成之區域之面積 之情形時， 滿足(B1＋B2)/(A1＋A2)≧1.0。The reinforced building according to claim 7, wherein the first and second concave portions are arranged along a direction in which the beam portion and the reinforcing beam portion extend, and the first and second convex portions are along the beam portion and the reinforcing portion The beam portions are arranged in the extending direction, and the parameters A1, B1, A2, and B2 are respectively defined as A1: the area B1 of the first concave portion when viewed from above: the stress concentration from the first concave portion as viewed from the upper surface The first imaginary straight line extending toward the extending direction with respect to the extending direction, the first imaginary straight line, the outer peripheral edge of the first concave portion, and the outer peripheral edge of the first concave portion and the second concave portion An area A2 of a region surrounded by the second imaginary straight line orthogonal to the extending direction: an area B2 of the second concave portion when viewed from above: a stress concentration portion from the second concave portion as viewed from the upper surface One of the third imaginary straight line extending toward the extending direction from the peripheral side of the base portion and extending away from the side of the first concave portion by 45° with respect to the extending direction, the outer peripheral edge of the second concave portion, and the outer periphery of the base portion Edge When the area of the domain of the case, satisfy the (B1 + B2) / (A1 + A2) ≧ 1.0. 一種已補強之建築物之製造方法，其係製造已補強之建築物之方法，於既有建築物設置補強構造物且藉由上述補強構造物而補強上述既有建築物，上述既有建築物具有：基礎部，其於內部包含鋼筋；柱部，其於內部包含鋼筋且設置於上述基礎部上；樑部，其於內部包含鋼筋；及交叉部，其位於上述柱部及樑部交叉之部位且分別連接於上述柱部之端部及上述樑部之端部；且該已補強之建築物之製造方法包含： 第1步驟，其藉由鑿削上述基礎部之上表面，而於上述上表面設置凹部； 第2步驟，其係於上述第1步驟之後，於與上述柱部、上述樑部及上述交叉部分別對應之位置配置鋼筋，並且以錨定鋼筋之上端部與上述柱部之下端部對向之方式於上述基礎部埋設上述錨定鋼筋； 第3步驟，其係於上述第2步驟之後，以覆蓋配置於上述柱部之上述鋼筋及上述錨定鋼筋之方式設置第1模框，且於上述第1模框內填充第1補強材料，藉此將於內部埋設有上述錨定鋼筋之上端部之補強腳部形成於上述柱部之下端部； 第4步驟，其係於上述第3步驟之後，藉由於上述第1模框內澆注混凝土而形成補強柱部； 第5步驟，其係於上述第2步驟之後，以覆蓋配置於上述樑部之上述鋼筋之方式設置第2模框，於上述第2模框內澆注混凝土，藉此形成補強樑部；及 第6步驟，其係於上述第4步驟之後，以覆蓋配置於上述交叉部之上述鋼筋之方式設置第3模框，於上述第3模框內填充第2補強材料，藉此形成補強交叉部； 上述補強腳部係呈現混凝土硬化體以上之壓縮強度之硬化體， 上述補強交叉部係呈現高於混凝土硬化體之壓縮強度之硬化體， 藉由於上述第3步驟中填充至上述凹部之上述第1補強材料，而於上述補強腳部之下端面形成朝向下方突出且與上述凹部嵌合之凸部。A method for manufacturing a reinforced building, which is a method for manufacturing a reinforced building, which is provided with a reinforcing structure in an existing building, and the above-mentioned existing building is reinforced by the above-mentioned reinforcing structure, and the above-mentioned existing building And a base portion including a reinforcing bar therein; a column portion including a reinforcing bar inside and disposed on the base portion; a beam portion including a reinforcing bar therein; and an intersection portion located at the intersection of the column portion and the beam portion And connecting the end portion of the column portion and the end portion of the beam portion to each other; and the method for manufacturing the reinforced building includes: a first step of dicing the upper surface of the base portion a recessed portion is provided on the upper surface; and after the first step, the reinforcing bar is disposed at a position corresponding to each of the column portion, the beam portion, and the intersecting portion, and the upper end portion of the reinforcing bar and the column portion are anchored The lower end portion is opposite to the base portion, and the anchoring reinforcing bar is embedded; the third step is to cover the reinforcing bar disposed on the column portion and the anchoring portion after the second step a first mold frame is provided in the form of a rib, and the first reinforcing material is filled in the first mold frame, whereby a reinforcing leg portion in which the upper end portion of the anchor steel bar is embedded therein is formed at a lower end portion of the column portion; In a fourth step, after the third step, the reinforcing column portion is formed by pouring concrete into the first mold frame; and the fifth step is performed after the second step, and is disposed to cover the beam portion a second mold frame is provided in the above-described steel bar, concrete is poured into the second mold frame to form a reinforcing beam portion, and a sixth step is performed after the fourth step to cover the intersection portion The third mold frame is provided in the form of a reinforcing bar, and the second reinforcing material is filled in the third mold frame to form a reinforcing intersecting portion; the reinforcing foot portion is a hardened body having a compressive strength higher than a concrete hardened body, and the reinforcing intersecting portion a hardened body having a compressive strength higher than that of the concrete hardened body, and the lower surface of the reinforcing foot portion is formed to protrude downward by the first reinforcing material filled in the concave portion in the third step And fitting with the concave portion of the convex portion. 如請求項10之方法，其中上述第1及第2補強材料分別為聚合物水泥砂漿、超高強度砂漿或高強度混凝土。The method of claim 10, wherein the first and second reinforcing materials are respectively polymer cement mortar, ultra high strength mortar or high strength concrete. 如請求項10或11之方法，其中材齡28天時之上述補強腳部及上述補強交叉部之壓縮強度為60 N/mm2 以上。The method of claim 10 or 11, wherein the reinforcing leg portion and the reinforcing cross portion at a material age of 28 days have a compressive strength of 60 N/mm 2 or more. 如請求項10至12中任一項之方法，其中於將參數l、t分別定義為 l：上述樑部及上述補強樑部之延伸方向之上述凹部之寬度 t：上述凹部之深度 之情形時， 滿足l/t≧3.5。The method of any one of claims 10 to 12, wherein the parameters l and t are respectively defined as 1: the width t of the concave portion in the extending direction of the beam portion and the reinforcing beam portion: the depth of the concave portion , satisfies l/t≧3.5. 如請求項13之方法，其中深度t為7 cm以下。The method of claim 13, wherein the depth t is 7 cm or less. 如請求項10至14中任一項之方法，其中於將參數A、B分別定義為 A：自上方觀察時之上述凹部之面積 B：自上表面觀察，由以自上述凹部之應力集中部朝向上述基礎部之外周緣擴展之方式相對於上述樑部及上述補強樑部之延伸方向以45°延伸之一對假想直線、上述凹部之外周緣、及上述基礎部之外周緣圍成之區域之面積 之情形時， 滿足B/A≧1.0。The method of any one of claims 10 to 14, wherein the parameters A and B are respectively defined as A: the area B of the concave portion when viewed from above: viewed from the upper surface, the stress concentration portion from the concave portion a region extending toward the imaginary straight line, the outer peripheral edge of the concave portion, and the outer periphery of the base portion with respect to the extending direction of the beam portion and the reinforcing beam portion toward the extending direction of the outer portion of the base portion In the case of the area, B/A ≧ 1.0 is satisfied. 如請求項10至14中任一項之方法，其中於上述第1步驟中，藉由鑿削上述基礎部之上表面，而於上述上表面設置第1凹部及第2凹部， 藉由於上述第3步驟中填充至上述第1及第2凹部之上述第1補強材料，而於上述補強腳部之下端面形成朝向下方突出且分別嵌合於上述第1及第2凹部之第1凸部及第2凸部。The method according to any one of claims 10 to 14, wherein in the first step, the first concave portion and the second concave portion are provided on the upper surface by chiseling the upper surface of the base portion, In the third step, the first reinforcing material is filled in the first and second recesses, and the lower end surface of the reinforcing leg portion is formed with a first convex portion that protrudes downward and is fitted to the first and second concave portions, respectively. The second convex portion. 如請求項16之方法，其中上述第1及第2凹部沿著上述柱部及上述補強柱部排列之方向排列， 上述第1及第2凸部沿著上述柱部及上述補強柱部排列之方向排列， 於將參數A1、B1、A2、B2、C分別定義為 A1：自上方觀察時之上述第1凹部之面積 B1：自上表面觀察，由以自上述第1凹部之應力集中部朝向上述基礎部之外周緣擴展之方式相對於上述樑部及上述補強樑部之延伸方向以45°延伸之一對第1假想直線、上述第1凹部之外周緣、及上述基礎部之外周緣圍成之區域之面積 A2：自上方觀察時之上述第2凹部之面積 B2：自上表面觀察，由以自上述第2凹部之應力集中部朝向上述基礎部之外周緣擴展之方式相對於上述延伸方向以45°延伸之一對第2假想直線、上述第2凹部之外周緣、及上述基礎部之外周緣圍成之區域之面積 C：面積B1之區域與面積B2之區域重疊之部分之面積 之情形時， 滿足(B1＋B2－C)/(A1＋A2)≧1.0。The method of claim 16, wherein the first and second concave portions are arranged along a direction in which the column portion and the reinforcing column portion are arranged, and the first and second convex portions are arranged along the column portion and the reinforcing column portion. Arranged in the direction, the parameters A1, B1, A2, B2, and C are respectively defined as A1: the area B1 of the first concave portion when viewed from above: viewed from the upper surface, oriented from the stress concentration portion of the first concave portion The outer peripheral portion of the base portion is extended by 45° with respect to the extending direction of the beam portion and the reinforcing beam portion, the first virtual straight line, the outer periphery of the first concave portion, and the outer periphery of the base portion. The area A2 of the region to be formed: the area B2 of the second recessed portion when viewed from above is viewed from the upper surface, and is extended from the stress concentration portion of the second concave portion toward the outer periphery of the base portion. The area C is the area of the second imaginary straight line, the outer periphery of the second recess, and the area surrounded by the outer periphery of the base portion: the area of the area where the area B1 overlaps the area of the area B2 It In the case, (B1+B2-C)/(A1+A2)≧1.0 is satisfied. 如請求項16之方法，其中上述第1及第2凹部沿著上述樑部及上述補強樑部之延伸方向排列， 上述第1及第2凸部沿著上述樑部及上述補強樑部之延伸方向排列， 於將參數A1、B1、A2、B2分別定義為 A1：自上方觀察時之上述第1凹部之面積 B1：自上表面觀察，由以自上述第1凹部之應力集中部朝向上述第2凹部擴展之方式相對於上述延伸方向以45°延伸之一對第1假想直線、上述第1凹部之外周緣、及與上述第2凹部中靠上述第1凹部之外周緣相切且與上述延伸方向正交之第2假想直線圍成之區域之面積 A2：自上方觀察時之上述第2凹部之面積 B2：自上表面觀察，由以自上述第2凹部之應力集中部朝向上述基礎部之外周緣側且遠離上述第1凹部之側擴展之方式相對於上述延伸方向以45°延伸之一對第3假想直線、上述第2凹部之外周緣、及上述基礎部之外周緣圍成之區域之面積 之情形時， 滿足(B1＋B2)/(A1＋A2)≧1.0。The method of claim 16, wherein the first and second concave portions are arranged along an extending direction of the beam portion and the reinforcing beam portion, and the first and second convex portions extend along the beam portion and the reinforcing beam portion In the direction, the parameters A1, B1, A2, and B2 are respectively defined as A1: the area B1 of the first concave portion when viewed from above: from the upper surface, the stress concentration portion from the first concave portion faces the above a recessed portion extending in a manner of 45° with respect to the extending direction, a first imaginary straight line, an outer peripheral edge of the first recess, and a tangent to the outer periphery of the first recess and the second recess The area A2 of the region surrounded by the second imaginary straight line in which the extending direction is orthogonal: the area B2 of the second concave portion when viewed from above: viewed from the upper surface, the stress concentrating portion from the second concave portion faces the base portion a third imaginary straight line, an outer peripheral edge of the second concave portion, and a peripheral edge of the base portion are extended to the outer peripheral side and away from the side of the first concave portion so as to extend 45 degrees with respect to the extending direction. Area of the area In the case of (B1+B2)/(A1+A2)≧1.0.
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