JP6166574B2 - Building design method - Google Patents

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JP6166574B2
JP6166574B2 JP2013078541A JP2013078541A JP6166574B2 JP 6166574 B2 JP6166574 B2 JP 6166574B2 JP 2013078541 A JP2013078541 A JP 2013078541A JP 2013078541 A JP2013078541 A JP 2013078541A JP 6166574 B2 JP6166574 B2 JP 6166574B2
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千尋 安岡
千尋 安岡
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Takenaka Corp
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本発明は、建物の設計方法に関する。   The present invention relates to a building design method.

一般的な建物の設計方法では、上部建物を計画した後に、この上部建物を支持する建物基礎の設計を行う。建て替え建物においても同様の設計方法が用いられ、上部建物を新たに計画した後に、この新たに計画した上部建物を支持する建物基礎の設計を行う。特許文献1には、既設杭を再利用した建物支持構造が開示されている。ここでは、新設建物上屋の支持が可能となるように、既設杭と新設杭とを併用した建物基礎の設計が行われている。   In a general building design method, after designing an upper building, a building foundation that supports the upper building is designed. A similar design method is used for the rebuilt building, and after the upper building is newly planned, the building foundation that supports the newly planned upper building is designed. Patent Document 1 discloses a building support structure in which an existing pile is reused. Here, the building foundation is designed using both the existing pile and the new pile so that the new building roof can be supported.

しかし、計画した上部建物の直下地盤中に埋蔵文化財や地下配管等の埋設物が埋設されている等の理由により、新設杭の構築が困難であったり、また、新設杭を構築できる場所が限られたりする場合、新設杭の構築を前提とした上部建物を新たに建てることができない。   However, it is difficult to construct new piles due to the fact that buried cultural assets and underground pipes are buried in the direct base of the planned upper building, and there are places where new piles can be constructed. When limited, it is not possible to build a new upper building based on the construction of a new pile.

特開2006−299659号公報JP 2006-299659 A

本発明は係る事実を考慮し、建物基礎の設計自由度の低い敷地に上部建物を建てることができる建物の設計方法を提供することを課題とする。   This invention considers the fact concerned, and makes it a subject to provide the design method of the building which can build an upper building in the site where the design freedom of a building foundation is low.

第1態様の発明は、既設基礎の許容支持力を算定する工程と、前記既設基礎の許容支持力と該既設基礎の位置とに基づいて、建て替えエリアを区画した区画エリア毎の許容支持力を算定する工程と、前記区画エリア毎の許容支持力に基づいて該区画エリア毎の建物構造を設計する工程と、を有する建物の設計方法である。 According to the first aspect of the invention, based on the step of calculating the allowable bearing capacity of the existing foundation, the allowable bearing capacity of the existing foundation, and the position of the existing foundation, the allowable bearing capacity of each divided area dividing the rebuilding area is calculated. A building design method comprising: a calculating step; and a step of designing a building structure for each partition area based on an allowable bearing capacity for each partition area.

第1態様の発明では、算定した既設基礎の許容支持力と既設基礎の位置とに基づいて、区画エリア毎の許容支持力を算定し、この区画エリア毎の許容支持力に基づいて区画エリア毎の建物構造を設計する。つまり、計画した建物構造の荷重から建物基礎を設計する従来の設計方法とは逆の設計方法としている。これにより、建物基礎を自由に構築できない建物基礎の設計自由度の低い敷地においても建物の建て替えを行うことができる。すなわち、建物基礎の設計自由度の低い敷地に上部建物を建てることができる。 In the first aspect of the invention, the allowable support force for each partition area is calculated based on the calculated allowable support force of the existing foundation and the position of the existing foundation, and for each partition area based on the allowable support force of each partition area. Design the building structure. In other words, this is a design method opposite to the conventional design method of designing the building foundation from the planned building structure load. As a result, the building can be rebuilt even on a site where the building foundation cannot be freely constructed and the design flexibility of the building foundation is low. That is, it is possible to build the upper building on a site where the design flexibility of the building foundation is low.

第2態様の発明は、第1態様の建物の設計方法において、前記区画エリア毎の許容支持力には、構築可能な位置に新設する新設基礎の許容支持力が算入されている。 According to the second aspect of the invention, in the building design method according to the first aspect , the allowable supporting force of a newly-founded foundation newly installed at a position where construction is possible is included in the allowable supporting force for each partition area.

第2態様の発明では、区画エリア毎の許容支持力に新設基礎の許容支持力を算入することにより、大きな荷重の建物構造を構築することができる。 In the invention of the second aspect , a building structure with a large load can be constructed by including the allowable supporting force of the newly-founded foundation into the allowable supporting force for each divided area.

第3態様の発明は、第1又は第2態様の建物の設計方法において、前記既設基礎の上方に柱が位置するように前記建物構造を設計する。 The invention of the third aspect is the building design method of the first or second aspect , wherein the building structure is designed such that a pillar is positioned above the existing foundation.

第3態様の発明では、建物構造の荷重を効率よく既設基礎に伝達することができる。 In the invention of the third aspect , the load of the building structure can be efficiently transmitted to the existing foundation.

本発明は上記構成としたので、建物基礎の設計自由度の低い敷地に上部建物を建てることができる。   Since this invention was set as the said structure, an upper building can be built in the site | part with a low design freedom of a building foundation.

本発明の実施形態に係る建て替え前の建物を示す斜視図である。It is a perspective view which shows the building before the rebuilding which concerns on embodiment of this invention. 本発明の実施形態に係る建て替え前の建物を示す平面図である。It is a top view which shows the building before the rebuilding which concerns on embodiment of this invention. 本発明の実施形態に係る建て替え前の建物の基礎杭配置を示す平面図である。It is a top view showing foundation pile arrangement of a building before rebuilding concerning an embodiment of the present invention. 本発明の実施形態に係る建物の設計方法により設計された建物を示す斜視図である。It is a perspective view which shows the building designed by the building design method which concerns on embodiment of this invention. 本発明の実施形態に係る建物の設計方法により設計された建物を示す平面図である。It is a top view which shows the building designed by the building design method which concerns on embodiment of this invention. 本発明の実施形態に係る建物の設計方法により設計された建物の基礎杭配置を示す平面図である。It is a top view which shows the foundation pile arrangement | positioning of the building designed by the building design method which concerns on embodiment of this invention. 本発明の実施形態に係る建物の設計方法により設計された免震建物を示す斜視図である。It is a perspective view which shows the seismic isolation building designed by the building design method which concerns on embodiment of this invention.

図を参照しながら、本発明の実施形態を説明する。まず、本発明の実施形態に係る建物の設計方法について説明する。   Embodiments of the present invention will be described with reference to the drawings. First, a building design method according to an embodiment of the present invention will be described.

本実施形態では、古い建物を解体して建て替えられる新たな建物を本発明の建物の設計方法により設計する一例を示す。図1の斜視図、及び図2の平面図には、建て替えられる前の古い鉄筋コンクリート造の建物10が示されており、図4の斜視図、及び図5の平面図には、建て替えられた新たな鉄筋コンクリート造の建物12が示されている。なお、図1〜7の図中に描かれている「N」の文字を指す三角の記号は、北の方位を示している。   In this embodiment, an example is shown in which a new building that can be reconstructed by demolishing an old building is designed by the building design method of the present invention. The perspective view of FIG. 1 and the plan view of FIG. 2 show an old reinforced concrete building 10 before being rebuilt, and the perspective view of FIG. 4 and the plan view of FIG. A reinforced concrete building 12 is shown. In addition, the triangular symbol indicating the letter “N” drawn in the drawings of FIGS. 1 to 7 indicates the north direction.

図1及び図2に示すように、建物10は、敷地14上に建てられており、中央に吹き抜け16を有するペデストリアンデッキ18を介して南側から北側へ配置された、南棟20と北棟22とによって構成されている。   As shown in FIGS. 1 and 2, the building 10 is built on a site 14, and is located from the south side to the north side via a pedestrian deck 18 having a colonnade 16 in the center, and the south wing 20 and the north wing 22. And is composed of.

南棟20は、2階建ての構造物24と、構造物24と隣接する平屋建ての構造物26(大空間を有する講堂)とによって構成されている。北棟22は、2階建ての構造物28と、構造物28と隣接する平屋建ての構造物30(大空間を有する講堂)とによって構成されている。構造物24、26、28、30は、建物高さが略同じになっている。また、南棟20と北棟22とは、ペデストリアンデッキ18を介してシンメトリーの配置になっている。   The south wing 20 includes a two-story structure 24 and a one-story structure 26 (an auditorium having a large space) adjacent to the structure 24. The north wing 22 includes a two-story structure 28 and a one-story structure 30 (an auditorium having a large space) adjacent to the structure 28. The structures 24, 26, 28, and 30 have substantially the same building height. Further, the south wing 20 and the north wing 22 are arranged symmetrically via the pedestrian deck 18.

図3の平面図に示すように、建物10の基礎は、敷地14を形成する地盤32中に複数埋設された基礎杭34によって構成されている。建物10が建てられている敷地14のエリアは、5つの区画エリア36A、36B、36C、36D、36Eに区画されており、建物10から各区画エリア36A、36B、36C、36D、36Eに作用する荷重を、各区画エリア36A、36B、36C、36D、36E内に配置された基礎杭34がそれぞれ負担している。   As shown in the plan view of FIG. 3, the foundation of the building 10 is constituted by a plurality of foundation piles 34 embedded in the ground 32 forming the site 14. The area of the site 14 where the building 10 is built is divided into five divided areas 36A, 36B, 36C, 36D, and 36E, and acts on the divided areas 36A, 36B, 36C, 36D, and 36E from the building 10. The foundation pile 34 arrange | positioned in each division area 36A, 36B, 36C, 36D, 36E bears the load, respectively.

図4及び図5に示すように、建物12は、建物10が建てられていた敷地14上に建てられており、3階建ての構造物38により構成された中央棟40と、中央棟40を介して南側から北側へ配置された南棟42と北棟44とによって構成されている。   As shown in FIGS. 4 and 5, the building 12 is built on the site 14 where the building 10 was built, and includes a central building 40 composed of a three-story structure 38, and a central building 40. The south wing 42 and the north wing 44 are arranged from the south side to the north side.

南棟42は、5階建ての構造物46と、構造物46と隣接する2階建ての構造物48とによって構成されている。北棟44は、4階建ての構造物50と、構造物50と隣接する2階建ての構造物52とによって構成されている。構造物48、52は、略同じ建物高さになっている。また、構造物38は、構造物48、52よりも建物高さが高く、構造物50は、構造物38よりも建物高さが高く、構造物46は、構造物50よりも建物高さが高くなっている。   The south wing 42 includes a five-story structure 46 and a two-story structure 48 adjacent to the structure 46. The north wing 44 includes a four-story structure 50 and a two-story structure 52 adjacent to the structure 50. The structures 48 and 52 have substantially the same building height. The structure 38 has a higher building height than the structures 48 and 52, the structure 50 has a higher building height than the structure 38, and the structure 46 has a higher building height than the structure 50. It is high.

図6の平面図に示すように、建物12の基礎は、建物10の基礎をそのまま使用している。すなわち、建物12の基礎は、建物10の基礎を構成していた既設杭である既設基礎としての基礎杭34のみによって構成されている。建物12が建てられている建て替えエリアとしての敷地14のエリアは、図3に示した5つの区画エリア36A、36B、36C、36D、36Eとは異なる、5つの区画エリア54A、54B、54C、54D、54Eに区画されており、建物12から区画エリア54A、54B、54C、54D、54Eに作用する荷重を、各区画エリア54A、54B、54C、54D、54E内に配置された基礎杭34がそれぞれ負担している。   As shown in the plan view of FIG. 6, the foundation of the building 12 uses the foundation of the building 10 as it is. That is, the foundation of the building 12 is configured only by the foundation pile 34 as an existing foundation that is an existing pile that has constituted the foundation of the building 10. The area of the site 14 as a rebuilding area where the building 12 is built is different from the five partitioned areas 36A, 36B, 36C, 36D, and 36E shown in FIG. 3, and is divided into five partitioned areas 54A, 54B, 54C, and 54D. , 54E, and the piles 34 arranged in each of the divided areas 54A, 54B, 54C, 54D, 54E are applied to the loads acting on the divided areas 54A, 54B, 54C, 54D, 54E from the building 12, respectively. I bear it.

本実施形態の建物の設計方法は、既設支持力算定工程、エリア支持力算定工程、及び建物構造設計工程を有して構成されている。まず、既設支持力算定工程では、図3に示した既設基礎としての各基礎杭34の許容支持力を算定する。   The building design method according to the present embodiment includes an existing support capacity calculation process, an area support capacity calculation process, and a building structure design process. First, in the existing bearing capacity calculation step, the allowable bearing capacity of each foundation pile 34 as the existing foundation shown in FIG. 3 is calculated.

次に、エリア支持力算定工程では、既設支持力算定工程で算定された各基礎杭34の許容支持力と各基礎杭34の位置とに基づいて、図6に示した区画エリア54A、54B、54C、54D、54E毎の許容支持力を算定する。   Next, in the area bearing capacity calculation process, based on the allowable bearing capacity of each foundation pile 34 calculated in the existing bearing capacity calculation process and the position of each foundation pile 34, the divided areas 54A, 54B, shown in FIG. The permissible bearing capacity for each of 54C, 54D, and 54E is calculated.

次に、建物構造設計工程では、区画エリア54A、54B、54C、54D、54E毎の許容支持力に基づいて、区画エリア54A、54B、54C、54D、54E毎に、図4及び図5に示した建物構造としての構造物48、46、38、50、52を設計する。本実施形態では、各区画エリア54A、54B、54C、54D、54Eの許容支持力に応じて、各区画エリア54A、54B、54C、54D、54Eに建てる構造物48、46、38、50、52の荷重を設定し、この設定された荷重以下となるように建物高さを異ならせて構造物48、46、38、50、52の設計を行っている。   Next, in the building structure design process, each partition area 54A, 54B, 54C, 54D, 54E is shown in FIG. 4 and FIG. 5 based on the permissible supporting force for each partition area 54A, 54B, 54C, 54D, 54E. The structures 48, 46, 38, 50, and 52 are designed as building structures. In the present embodiment, the structures 48, 46, 38, 50, 52 to be built in each partition area 54A, 54B, 54C, 54D, 54E according to the permissible supporting force of each partition area 54A, 54B, 54C, 54D, 54E. The structures 48, 46, 38, 50, 52 are designed by changing the height of the building so as to be equal to or less than the set load.

具体的には、最も許容支持力の大きい区画エリア54Bに、建物荷重が大きい5階建ての構造物46を配置し、区画エリア54Bよりも許容支持力の小さい区画エリア54Dに、構造物46よりも荷重が小さい4階建ての構造物50を配置し、区画エリア54Dよりも許容支持力の小さい区画エリア54Cに、構造物50よりも荷重が小さい3階建ての構造物38を配置し、区画エリア54Cよりも許容支持力の小さい区画エリア54A、54Eに、構造物38よりも荷重が小さい2階建ての構造物48、52を配置する設計を行っている。すなわち、許容支持力が大きいことにより大きな建物荷重の構造物を建てることが可能な区画エリアに建物高さの高い構造物を建てる設計を行っている。   Specifically, a five-story structure 46 having a large building load is arranged in the partitioned area 54B having the largest allowable supporting force, and the structure 46 has a smaller allowable supporting force than the partitioned area 54B. A four-story structure 50 having a smaller load is disposed, and a three-story structure 38 having a smaller load than the structure 50 is disposed in a partition area 54C having a smaller allowable supporting force than the partition area 54D. The design is made such that the two-story structures 48 and 52 having a load smaller than that of the structure 38 are arranged in the divided areas 54A and 54E having a smaller allowable supporting force than the area 54C. That is, a design is performed in which a structure having a high building height is built in a partitioned area where a structure having a large building load can be built due to a large allowable bearing capacity.

次に、本発明の実施形態に係る建物の設計方法の作用と効果について説明する。   Next, operations and effects of the building design method according to the embodiment of the present invention will be described.

本実施形態の建物の設計方法では、図3及び図6で示したように、算定した既設基礎としての基礎杭34の許容支持力と基礎杭34の位置とから、区画エリア54A、54B、54C、54D、54E毎の許容支持力を算定し、区画エリア54A、54B、54C、54D、54E毎の許容支持力に基づいて、区画エリア54A、54B、54C、54D、54E毎の建物構造としての構造物48、46、38、50、52を設計する。つまり、計画した建物構造の荷重から建物基礎を設計する従来の設計方法とは逆の設計方法としている。これにより、建物基礎を自由に構築できない建物基礎の設計自由度の低い敷地においても建物の建て替えを行うことができる。すなわち、建物基礎の設計自由度の低い敷地に上部建物を建てることができる。   In the building design method of the present embodiment, as shown in FIGS. 3 and 6, the divided areas 54 </ b> A, 54 </ b> B, and 54 </ b> C are calculated from the calculated allowable support force of the foundation pile 34 as the existing foundation and the position of the foundation pile 34. , 54D and 54E are calculated, and based on the allowable support force for each of the divided areas 54A, 54B, 54C, 54D and 54E, the building structure for each of the divided areas 54A, 54B, 54C, 54D and 54E The structures 48, 46, 38, 50, 52 are designed. In other words, this is a design method opposite to the conventional design method of designing the building foundation from the planned building structure load. As a result, the building can be rebuilt even on a site where the building foundation cannot be freely constructed and the design flexibility of the building foundation is low. That is, it is possible to build the upper building on a site where the design flexibility of the building foundation is low.

例えば、計画した建物構造の直下地盤中に埋設文化財、地下配管、地下道、地下鉄トンネル等が埋設されていたり、計画した建物構造を建てる敷地が狭小であったり等の理由により、既設杭を撤去して新設杭を構築し直したり、既設杭を避けて新設杭を構築したりすることが困難であったり、また、新設杭を構築できる場所が限られてしまったりするような、建物基礎を自由に構築できない建物基礎の設計自由度の低い敷地においても、既設基礎の許容支持力と既設基礎の位置とに基づいて建物構造を設計するので、このような敷地であっても建物構造を建てることができる。これにより、従来、建物の建て替えを断念せざるを得なかった敷地においても、建物の建て替えを行うことができる。   For example, existing piles are removed due to reasons such as buried cultural assets, underground pipes, underground passages, subway tunnels, etc. being buried in the direct foundation board of the planned building structure, or because the site where the planned building structure is built is narrow It is difficult to reconstruct new piles, avoid building existing piles and construct new piles, or limit the places where new piles can be built. Even on sites with low design flexibility for building foundations that cannot be freely constructed, the building structure is designed based on the allowable bearing capacity of the existing foundation and the position of the existing foundation. be able to. Thereby, it is possible to rebuild a building even in a site that conventionally had to give up the rebuilding of the building.

以上、本発明の実施形態について説明した。   The embodiment of the present invention has been described above.

なお、本実施形態では、算定した既設基礎としての基礎杭34の許容支持力と基礎杭34の位置とから、区画エリア54A、54B、54C、54D、54E毎の許容支持力を算定する例を示したが、算定した既設基礎の許容支持力と既設基礎の位置とに基づいて区画エリア毎の許容支持力が算定されればよく、区画エリア毎の許容支持力に地盤32の地耐力を算入してもよい。また、区画エリア毎の許容支持力に、地盤32中の構築可能な位置に新設する新設基礎としての新設杭の許容支持力を算入してもよい。このようにすれば、区画エリア毎の許容支持力に新設基礎の許容支持力を算入することにより、大きな荷重の建物構造を構築することができる。   In addition, in this embodiment, the example which calculates the permissible bearing capacity for every division area 54A, 54B, 54C, 54D, 54E from the permissible bearing capacity of the foundation pile 34 as an existing foundation and the position of the foundation pile 34 is calculated. As shown, it is only necessary to calculate the permissible bearing capacity for each division area based on the calculated permissible bearing capacity of the existing foundation and the position of the existing foundation, and the ground bearing capacity of the ground 32 is included in the allowable bearing capacity for each division area. May be. Moreover, you may include the allowable supporting force of the new pile as a new foundation newly installed in the position which can be constructed | assembled in the ground 32 in the allowable supporting force for every division area. If it does in this way, the building structure of a big load can be constructed | assembled by including the allowable supporting force of a new foundation in the allowable supporting force for every division area.

また、本実施形態では、算定された区画エリア54A、54B、54C、54D、54E毎の許容支持力に基づいて、建物構造としての構造物48、46、38、50、52を設計する一例として、各区画エリア54A、54B、54C、54D、54Eの許容支持力に応じて、各区画エリア54A、54B、54C、54D、54Eに建てる構造物48、46、38、50、52の荷重を設定し、この設定された荷重以下となるように建物高さを異ならせて構造物48、46、38、50、52の設計を行う例を説明したが、設定された荷重に応じて建物構造の構造形式を異ならせるようにしたり、設定された荷重が大きい区画エリアに配置する構造物に耐震要素を集中させるようにしたりしてもよい。   In the present embodiment, as an example of designing the structures 48, 46, 38, 50, and 52 as a building structure based on the permissible supporting force for each of the calculated divided areas 54A, 54B, 54C, 54D, and 54E. The loads of the structures 48, 46, 38, 50, 52 to be built in the respective partition areas 54A, 54B, 54C, 54D, 54E are set in accordance with the allowable supporting force of the respective partition areas 54A, 54B, 54C, 54D, 54E. However, the example of designing the structures 48, 46, 38, 50, 52 by changing the building height so as to be equal to or less than the set load has been described. The structural form may be made different, or the seismic elements may be concentrated on the structure arranged in the partitioned area where the set load is large.

さらに、本実施形態では、建物構造設計工程において、算定された区画エリア54A、54B、54C、54D、54E毎の許容支持力に基づいて、建物構造としての構造物48、46、38、50、52を設計する例を示したが、建物構造設計工程において、既設基礎としての基礎杭の上方に建物構造の柱が位置するように建物構造を設計してもよい。このようにすれば、建物構造の荷重を効率よく既設基礎に伝達することができる。従来の設計方法を用いて、既設杭が埋設されている地盤上に建物構造を建てる場合、先に計画した建物構造の柱が、既設杭の真上にぴったり配置されることは略あり得ないが、本発明は、既設基礎の許容支持力と既設基礎の位置とに基づいて建物構造の設計を行うので、このようなことが可能になる。   Further, in the present embodiment, in the building structure design process, the structures 48, 46, 38, 50, as the building structure are based on the permissible supporting force for each of the calculated divided areas 54A, 54B, 54C, 54D, 54E. In the building structure design process, the building structure may be designed so that the pillar of the building structure is positioned above the foundation pile as the existing foundation. If it does in this way, the load of a building structure can be efficiently transmitted to an existing foundation. When building the building structure on the ground where the existing pile is buried using the conventional design method, it is almost impossible that the column of the building structure planned earlier is placed just above the existing pile. However, according to the present invention, the building structure is designed based on the allowable supporting force of the existing foundation and the position of the existing foundation, so that this is possible.

また、本実施形態で示した建物の設計方法は、さまざまな構造形式や規模の建物に適用可能である。例えば、鉄骨造、鉄筋コンクリート造、鉄骨鉄筋コンクリート造、CFT造(Concrete-Filled Steel Tube:充填形鋼管コンクリート構造)、それらの混合構造など、さまざまな構造や規模の建物に対して適用することができる。例えば、本実施形態の建物の設計方法を用いて、図7の斜視図に示すような免震建物56の設計を行ってもよい。免震建物56は、基礎免震層分の荷重を考慮して、建物12よりも各棟を構成する構造物の建物高さを1階分低くした建物構造の設計を行っている。すなわち、中央棟58を構成する構造物64を2階建てにし、南棟60を構成する構造物66、68を4階建てと1階建てにし、北棟62を構成する構造物70、72を3階建てと1階建てにしている。   In addition, the building design method shown in the present embodiment can be applied to buildings of various structural forms and scales. For example, the present invention can be applied to buildings of various structures and scales such as steel structures, reinforced concrete structures, steel reinforced concrete structures, CFT structures (Concrete-Filled Steel Tubes), and mixed structures thereof. For example, you may design the seismic isolation building 56 as shown in the perspective view of FIG. 7 using the building design method of this embodiment. The seismic isolation building 56 is designed with a building structure in which the building height of the structure constituting each building is lower than that of the building 12 by one floor in consideration of the load of the basic seismic isolation layer. That is, the structure 64 constituting the central building 58 is made up of two stories, the structures 66 and 68 constituting the south building 60 are made up of four stories and one story, and the structures 70 and 72 constituting the north building 62 are arranged. It has 3 floors and 1 floor.

以上、本発明の実施形態について説明したが、本発明はこうした実施形態に何等限定されるものではなく、本発明の要旨を逸脱しない範囲において、種々なる態様で実施し得ることは勿論である。   As mentioned above, although embodiment of this invention was described, this invention is not limited to such embodiment at all, Of course, in the range which does not deviate from the summary of this invention, it can implement in a various aspect.

34 基礎杭(既設基礎)
38、46、48、50、52 構造物(建物構造)
54A、54B、54C、54D、54E 区画エリア
34 Foundation pile (existing foundation)
38, 46, 48, 50, 52 Structure (building structure)
54A, 54B, 54C, 54D, 54E

Claims (3)

既設基礎の許容支持力を算定する工程と、
前記既設基礎の許容支持力と該既設基礎の位置とに基づいて、建て替えエリアを区画した区画エリア毎の許容支持力を算定する工程と、
前記既設基礎の許容支持力と該既設基礎の位置とに基づいて算定された前記区画エリア毎の許容支持力に基づいて該区画エリア毎の建物構造を設計する工程と、
を有する建物の設計方法。
Calculating the allowable bearing capacity of the existing foundation;
A step of calculating an allowable supporting force for each divided area that divides the rebuilding area, based on the allowable supporting force of the existing foundation and the position of the existing foundation;
Designing a building structure for each partition area based on the allowable support force for each partition area calculated based on the allowable support force of the existing foundation and the position of the existing foundation ;
Design method of building having.
前記区画エリア毎の許容支持力には、構築可能な位置に新設する新設基礎の許容支持力が算入されている
請求項1に記載の建物の設計方法。
The building design method according to claim 1, wherein the allowable supporting force for each partition area includes an allowable supporting force for a newly-founded foundation at a position where construction is possible.
前記既設基礎の上方に柱が位置するように前記建物構造を設計する請求項1又は2に記載の建物の設計方法。   The building design method according to claim 1 or 2, wherein the building structure is designed such that a pillar is positioned above the existing foundation.
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CN108399306A (en) * 2018-03-12 2018-08-14 武汉大学 Concrete filled steel tubular member compression-bending capacity computational methods unified Chang Gaowen

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CN108399306A (en) * 2018-03-12 2018-08-14 武汉大学 Concrete filled steel tubular member compression-bending capacity computational methods unified Chang Gaowen
CN108399306B (en) * 2018-03-12 2020-03-24 武汉大学 Method for calculating bending bearing capacity of constant-temperature and high-temperature unified concrete filled steel tube member

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