JP2020125630A - Building construction method - Google Patents

Building construction method Download PDF

Info

Publication number
JP2020125630A
JP2020125630A JP2019018487A JP2019018487A JP2020125630A JP 2020125630 A JP2020125630 A JP 2020125630A JP 2019018487 A JP2019018487 A JP 2019018487A JP 2019018487 A JP2019018487 A JP 2019018487A JP 2020125630 A JP2020125630 A JP 2020125630A
Authority
JP
Japan
Prior art keywords
ground
area
floor
building
constructing
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
JP2019018487A
Other languages
Japanese (ja)
Other versions
JP7182485B2 (en
Inventor
千興 長井
Kazuoki Nagai
千興 長井
泰彦 猫本
Yasuhiko Nekomoto
泰彦 猫本
秀夫 温品
Hideo Nukushina
秀夫 温品
祐一 渡邉
Yuichi Watanabe
祐一 渡邉
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Taisei Corp
Original Assignee
Taisei Corp
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Taisei Corp filed Critical Taisei Corp
Priority to JP2019018487A priority Critical patent/JP7182485B2/en
Publication of JP2020125630A publication Critical patent/JP2020125630A/en
Application granted granted Critical
Publication of JP7182485B2 publication Critical patent/JP7182485B2/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Abstract

To provide a building construction method capable of smoothly proceeding with excavation of the ground and construction of an underground structure in an inner area.SOLUTION: A building method comprises a step S1 of constructing a temporary wall 22 and constructing an under-ground piled column 23 in an outer peripheral area 20B, a step S2 of excavating a ground 2 of a central area 20A to a planned base level 24 while driving a ground anchor 25 from a wall surface of the temporary wall 22 toward the outer peripheral area 20B, a step S3 of constructing a preceding floor 17B in the outer peripheral area 20B and supporting it with the under-ground piled column 23, and constructing a part of a central portion 10A from the planned base level 24 upward to construct a preceding floor 17A in the central area 20A, and a step S4 of repeating construction of the rest of the central portion 10A in the central area 20A and excavation of the ground 2 from the preceding floor 17B downward to construct an outer peripheral portion 10B in the outer peripheral area 20B.SELECTED DRAWING: Figure 3

Description

本発明は、地下構造体を有する建物の構築方法に関する。 The present invention relates to a method of constructing a building having an underground structure.

従来より、大規模な地下構造物を有する超高層建物を構築する場合、逆打ち工法が用いられる場合がある。この逆打ち工法では、まず、1階の床スラブを先行床として構築する。次に、この先行床を支保工として利用しながら、順次、下方に向かって、地盤掘削および地下躯体の構築を繰り返すとともに、先行床より上方に向かって地上躯体を構築していく。
この逆打ち工法では、基礎躯体の構築よりも地上階の鉄骨建方が先行する。そのため、基礎躯体が完成するまでの期間、構真柱にかかる鉛直荷重が大きくなり、構真柱を支持する杭の杭長や杭径を大きくする必要があり、施工コストが増大するという問題があった。また、建物高さが高い場合、杭の支持力が不足して、地上階の鉄骨建方を中断しなければならない場合があった。さらに、超高層の高層部の周囲に低層部を備える建物の場合、地下躯体全体が一体となるため、地下柱の数だけ構真柱の本数が多くなり、さらにコストが増大するおそれがあった。
一方、大規模な地下構造物であっても、杭を必要としない直接基礎を採用できる場合には、逆打ち工法より順打ち工法がコスト面で有利となるが、工期が長期化するという課題があった。
例えば、大規模な地下構造物を構築する方法として、特許文献3の方法があるが、外周部の躯体構築が完了しないと、中央部の掘削が開始できず、中央部が超高層の場合には、工期が長期化するという課題があった。
また、特許文献4の方法では、外周部を逆打工法とし、中央部を順打工法とする方法であるが、中央エリアには切梁が必要であり、地下構造物の構築を円滑に進めることが困難であった。
Conventionally, when constructing a super high-rise building having a large-scale underground structure, a reverse construction method may be used. In this reverse construction method, first, the floor slab on the first floor is constructed as a preceding floor. Next, while using this preceding floor as a support work, the ground excavation and the construction of the underground structure are sequentially repeated downward, and the ground structure is constructed upward from the preceding floor.
In this reverse construction method, the steel frame construction on the ground floor precedes the construction of the foundation structure. Therefore, during the period until the foundation frame is completed, the vertical load applied to the structural columns becomes large, and it is necessary to increase the pile length and the pile diameter of the piles that support the structural columns, which increases the construction cost. there were. In addition, when the height of the building is high, the bearing capacity of the piles was insufficient, and it was sometimes necessary to suspend the steel frame construction on the ground floor. Furthermore, in the case of a building equipped with a low-rise part around the high-rise part of the super high-rise part, since the whole underground skeleton is integrated, the number of structure columns will increase by the number of underground columns, which may further increase the cost. ..
On the other hand, even if it is a large-scale underground structure, if a direct foundation that does not require piles can be adopted, the sequential driving method is more cost effective than the reverse driving method, but the construction period is prolonged. was there.
For example, as a method of constructing a large-scale underground structure, there is a method of Patent Document 3, but if the construction of the skeleton of the outer peripheral portion is not completed, excavation of the central portion cannot be started, and when the central portion is a super high-rise building. Had the problem of extending the construction period.
Further, in the method of Patent Document 4, the outer peripheral portion is formed by the reverse driving method and the central portion is formed by the normal driving method. However, since a crossbeam is required in the central area, the construction of the underground structure can be promoted smoothly. Was difficult.

特許文献1には、建物高層部と建物低層部を含む地下構造物の構築方法が記載されている。この地下構造物の構築方法では、地下躯体を構築する際、地盤を掘削しながら地下躯体を構築する逆打ち工法を採用しており、施工過程における沈下量の差が生じないように、建物高層部を支える地下柱にあっては、コンクリート打設を先行することにより鉛直変位を抑える。一方で、建物低層部を支える地下柱については、コンクリート打設を遅らせて鉛直変位を許容することにより、不同沈下を防いでいる。
特許文献2には、既存地下躯体の一部を残したまま、新設建物の基礎躯体を構築していく、地下構造物の構築方法が記載されている。具体的には、上部躯体を解体後、既存の地下躯体を存置し、その地下躯体を支柱や敷桁で補強した上に置き構台を設置する。次に、ロックオーガーや全周回転掘削機により地下躯体の上から杭工事を行うことで、短工期で地下躯体を構築する。
また、特許文献3には、建物の中央部を順打ち工法とし、外周部を逆打ち工法で構築する地下構造物の構築方法が記載されている。この地下構造物の構築方法では、まず、既存地下構造物の周囲に山留め壁を構築する。次に、既存地下構造物を順次解体しながら、新設地下構造物の外周部に外周リングを構築し、上層から下層に向かって新設地下構造物の外周部を構築する。その後、外周リングの内側に、新設地下構造物の中央部を構築する。しかしながら、特許文献3では、既存地下構造物と敷地境界との間に山留め壁を構築できるスペースが必要であった。
特許文献4には、既存地下構造物を解体した場所に新設地下構造物を構築する地下構造物の構築方法が示されている。この方法では、新設地下構造物を外周エリアと中央エリアとに区画しておき、外周エリアでは、逆打ち工法により地下構造物を構築し、中央エリアでは、棚杭および切梁を用いて支保工を架設して、順打ち工法により地下構造物を構築する。しかしながら、特許文献4の地下構造物の構築方法では、中央エリアに棚杭や切梁などの仮設構造物を設けるため、中央エリアにおける掘削や地下構造物の構築を円滑に進めることが困難であった。
Patent Document 1 describes a method for constructing an underground structure including a high-rise part and a low-rise part of a building. In this method of constructing an underground structure, when constructing an underground skeleton, a reverse construction method is used in which the underground skeleton is constructed while excavating the ground, so that there is no difference in the amount of subsidence during the construction process. For underground columns that support the section, vertical displacement is suppressed by placing concrete first. On the other hand, for the underground columns that support the low-rise part of the building, concrete placement is delayed to allow vertical displacement to prevent uneven settlement.
Patent Document 2 describes a method for constructing an underground structure in which a basic structure of a new building is constructed while leaving a part of the existing underground structure. Specifically, after dismantling the upper skeleton, the existing underground skeleton is left in place, the underground skeleton is reinforced by columns and girders, and a gantry is installed. Next, the underground structure is constructed in a short period of time by performing pile work on the underground structure with a rock auger or a full-circle rotary excavator.
Further, Patent Document 3 describes a method for constructing an underground structure in which the center portion of the building is formed by a sequential driving method and the outer peripheral portion is constructed by a reverse driving method. In this method of constructing an underground structure, first, a retaining wall is constructed around an existing underground structure. Next, while sequentially dismantling the existing underground structure, an outer peripheral ring is constructed on the outer peripheral portion of the new underground structure, and the outer peripheral portion of the new underground structure is constructed from the upper layer to the lower layer. After that, the center of the new underground structure will be built inside the outer ring. However, in Patent Document 3, a space where an earth retaining wall can be constructed is required between the existing underground structure and the site boundary.
Patent Document 4 discloses a method for constructing an underground structure in which a new underground structure is constructed at a place where an existing underground structure is dismantled. In this method, the new underground structure is divided into an outer peripheral area and a central area, and in the outer peripheral area, the underground structure is constructed by the reverse construction method, and in the central area, support work is carried out using shelf piles and beams. Will be erected and an underground structure will be constructed by the progressive construction method. However, in the method of constructing an underground structure of Patent Document 4, since a temporary structure such as a shelf pile or a crossbeam is provided in the central area, it is difficult to smoothly perform excavation in the central area or construction of an underground structure. It was

特許第5171902号公報Japanese Patent No. 5171902 特開2017−020265号公報JP, 2017-020265, A 特開2012−107430号公報JP2012-107430A 特許第6103667号公報Japanese Patent No. 6103667

しかしながら、特許文献1のような地下構造物の構築方法では、中央エリアに棚杭や切梁などの仮設構造物を設けるため、中央エリアにおける掘削や地下構造物の構築を円滑に進めることが困難であった。 However, in the method of constructing an underground structure as disclosed in Patent Document 1, it is difficult to smoothly perform excavation and construction of an underground structure in the central area because provisional structures such as shelf piles and beams are provided in the central area. Met.

本発明は、地下構造体を有する建物を対象として、内側のエリアにおける地盤の掘削や地下構造体の構築を円滑に進めることが可能な、建物の構築方法を提供することを目的とする。 An object of the present invention is to provide a method of constructing a building, which is capable of smoothly excavating the ground and constructing an underground structure in an inner area, for a building having an underground structure.

本発明者らは、地下躯体を有する高層建物の構築方法として、建物を高層部と低層部に区画した後、高層部の直下については、地盤掘削を行い、掘削した掘削底から上方に向って順打ち工法で地下躯体を構築し、低層部直下については、高層部直下の地下躯体を山留めとして利用しながら、逆打ち工法によって地下躯体を構築する、順打ち工法および逆打ち工法を併用することで、地上躯体工事に早期に着手でき、短工期が実現できることに着眼して、本発明に至った。
第1の発明の建物の構築方法は、地下構造体(例えば、後述の地下躯体10)を有する建物(例えば、後述の建物1)の構築方法であって、前記地下構造体を、平面視で、内側エリア(例えば、後述の中央エリア20A)に構築された内側構造体(例えば、後述の中央部10A)と、前記内側エリアの外側の外側エリア(例えば、後述の外周エリア20B)に構築された外側構造体(例えば、後述の外周部10B)と、を含んで構成し、前記内側エリアと前記外側エリアとの境界に仮設壁(例えば、後述の仮設壁22)を構築するとともに、前記外側エリアの地盤(例えば、後述の地盤2)内に構真柱(例えば、後述の構真柱23)を構築する第1工程(例えば、後述のステップS1)と、前記仮設壁の前記内側エリア側の壁面から前記外側エリアの地盤内に向かって地盤アンカー(例えば、後述の地盤アンカー25)を打ち込みながら、前記内側エリアの地盤を前記内側構造体の底面深さまで掘削する第2工程(例えば、後述のステップS2)と、前記外側エリアにて、前記外側構造体の所定階(例えば、1階)の床スラブ(例えば、後述の1階の床スラブ16)を先行床(例えば、後述の先行床17B)として構築し、当該先行床を前記構真柱で支持するとともに、前記内側エリアにて、床付面(例えば、後述の床付面24)から上方に向かって前記内側構造体の一部(例えば、後述の中央部10Aの鉄骨柱26、鉄骨梁27)を構築し、当該内側構造体の一部に支持させて所定階(例えば、1階)の床スラブを先行床(例えば、後述の先行床17A)として構築する第3工程(例えば、後述のステップS3)と、前記先行床から上方に向かって地上構造体(例えば、後述の地上躯体11)を構築しつつ、前記内側エリアにて、前記内側構造体の残りを構築し、前記外側エリアにて、前記先行床から下方に向かって、前記地盤アンカーを撤去しながら地盤を掘削して前記外側構造体を構築することを繰り返す第4工程(例えば、後述のステップS4)と、を備えることを特徴とする。
上述の仮設壁は、建物の構築過程において、内側エリアと外側エリアとの境界に一時的に設置される壁であり、例えば、後述する仕切り杭とこの仕切り杭同士の間に設置する横矢板で構成される。
The present inventors, as a method of constructing a high-rise building having an underground skeleton, after partitioning the building into a high-rise part and a low-rise part, perform ground excavation immediately below the high-rise part, and move upward from the excavated bottom. Constructing an underground structure by the sequential driving method, and using the underground structure directly under the high-rise portion as a mountain retaining for the area directly under the low-rise part, construct the underground structure by the reverse-injection method, using both the forward-injection method and the reverse-injection method. Then, the present invention has been accomplished by focusing on the fact that the ground frame construction work can be started early and a short construction period can be realized.
A method of constructing a building according to a first aspect of the present invention is a method of constructing a building (for example, a building 1 described below) having an underground structure (for example, an underground structure 10 described below), wherein the underground structure is viewed in a plan view. , An inner structure (for example, a central portion 10A described later) built in an inner area (for example, a central area 20A described later) and an outer area outside the inner area (for example, a peripheral area 20B described later). And an outer structure (for example, an outer peripheral portion 10B described later), and a temporary wall (for example, a temporary wall 22 described later) is constructed at a boundary between the inner area and the outer area, and A first step (for example, step S1 described below) of constructing a true pillar (for example, true pillar 23 described later) in the ground of the area (for example, ground 2 described later), and the inner area side of the temporary wall Second step of excavating the ground in the inner area to the bottom depth of the inner structure while driving a ground anchor (for example, a ground anchor 25 described later) from the wall surface of the inner area toward the ground in the outer area (for example, described later). Step S2) and a floor slab of a predetermined floor (for example, the first floor) of the outer structure (for example, a floor slab 16 of the first floor described later) of the outer structure in the outer area is used as a preceding floor (for example, a preceding floor described later 17B), the preceding floor is supported by the true column, and in the inner area, a part of the inner structure goes upward from a surface with a floor (for example, a surface with a floor 24 described later). (For example, a steel frame column 26 and a steel beam 27 of a central portion 10A described later is constructed, supported by a part of the inner structure, and a floor slab of a predetermined floor (for example, the first floor) is used as a preceding floor (for example, later described). In the third area (for example, step S3 described later) to be constructed as the preceding floor 17A) and a ground structure (for example, the above-mentioned skeleton skeleton 11 described later) are constructed from the preceding floor to the inside area. And constructing the rest of the inner structure and repeating the construction of the outer structure by excavating the ground while removing the ground anchor downward from the preceding floor in the outer area. It is characterized by including four steps (for example, step S4 described later).
The above-mentioned temporary wall is a wall that is temporarily installed at the boundary between the inner area and the outer area in the process of building the building, and for example, a partition pile to be described later and a horizontal sheet pile installed between the partition piles. Composed.

この発明によれば、外側エリアでは逆打ち工法により地下構造体を構築し、内側エリアでは順打ち工法により地下構造体を構築する。このとき、外側エリアと内側エリアとの境界に仮設壁を設け、この仮設壁を支持する地盤アンカーを外側エリアの地盤内に定着させた。よって、内側エリアに棚杭や切梁などの仮設構造物が不要となるため、内側エリアにおける掘削や地下構造体の構築を円滑に進めることができる。また、仮設壁および地盤アンカーが外側エリアの地盤を保持する山留めとしての機能を発揮するので、建設敷地に隣接する周辺地盤の安定性を高めることができる。 According to this invention, the underground structure is constructed in the outer area by the reverse casting method, and the underground structure is constructed in the inner area by the sequential casting method. At this time, a temporary wall was provided at the boundary between the outer area and the inner area, and a ground anchor supporting the temporary wall was fixed in the ground of the outer area. Therefore, temporary structures such as shelving piles and beams are not required in the inner area, so that excavation in the inner area and construction of an underground structure can be smoothly performed. Further, since the temporary wall and the ground anchor serve as a mountain retaining member that holds the ground in the outer area, the stability of the surrounding ground adjacent to the construction site can be enhanced.

第2の発明の建物の構築方法は、前記第2工程では、前記地盤アンカーを前記外側エリアの地盤に前記構真柱同士の間を通して打ち込んで、前記地盤アンカーの定着体を前記外側エリアの地盤内に配置することを特徴とする。 In the method of constructing a building according to a second aspect of the invention, in the second step, the ground anchor is driven into the ground of the outer area through the space between the structural columns, and the fixing body of the ground anchor is ground in the outer area. It is characterized by being placed inside.

この発明によれば、外側エリアの地盤内に構真柱を打ち込み、さらに構真柱同士の間に地盤アンカーを設置した。したがって、地盤アンカーを定着させるためだけに建物敷地外に用地を確保する必要はなく、敷地が狭溢であっても、地盤アンカーを容易に設置できる。
また、外側エリアの地盤内に地盤アンカーの定着体を設置したので、地盤アンカーの定着体として多様な形態を採用できるうえに、地盤アンカーの撤去も比較的容易である。
また、地盤アンカーは、外側エリアの地盤の掘削作業の進捗に合わせて、容易に撤去できる。
According to this invention, the true pillar is driven into the ground in the outer area, and the ground anchor is installed between the true pillars. Therefore, it is not necessary to secure a land outside the building site only to fix the ground anchor, and the ground anchor can be easily installed even if the site is narrow.
In addition, since the ground anchor fixing body is installed in the ground in the outer area, various forms can be adopted as the ground anchor fixing body, and the ground anchor can be removed relatively easily.
Further, the ground anchor can be easily removed according to the progress of the ground excavation work in the outer area.

第3の発明の建物の構築方法は、前記内側エリアの地盤を所定深さまで掘削して、前記仮設壁の掘削により露出した壁面に地盤アンカーを打ち込む作業を繰り返すことで、前記地盤アンカーを上下に複数段設けることを特徴とする。 The method of constructing a building according to a third aspect of the present invention is to excavate the ground in the inner area to a predetermined depth and repeat the operation of driving the ground anchor into the wall surface exposed by the excavation of the temporary wall, thereby vertically moving the ground anchor. It is characterized in that a plurality of stages are provided.

この発明によれば、地盤アンカーを上下に複数段設けたので、掘削深さが深く、仮設壁が高くなる場合であっても、この仮設壁を地盤アンカーで確実に支持できる。 According to the present invention, since the ground anchors are provided in a plurality of upper and lower stages, the temporary wall can be reliably supported by the ground anchor even when the excavation depth is deep and the temporary wall is high.

本発明によれば、地下構造体を有する建物を対象として、内側のエリアにおける地盤の掘削や地下構造体の構築を円滑に進めることが可能な建物の構築方法を提供できる。 According to the present invention, it is possible to provide a method of constructing a building that can smoothly proceed with excavation of the ground and construction of an underground structure in an inner area, targeting a building having an underground structure.

本発明の一実施形態に係る建物の構築方法により構築される建物の模式的な縦断面図である。It is a typical longitudinal cross-sectional view of the building constructed|assembled by the building construction method which concerns on one Embodiment of this invention. 図1に示す建物の地下構造体の模式的な横断面図である。2 is a schematic cross-sectional view of an underground structure of the building shown in FIG. 1. FIG. 建物の構築手順を示すフローチャートである。It is a flowchart which shows the construction procedure of a building. 建物の構築手順の説明図(その1:仮設壁を構成する仕切り杭の打込み工程、外周エリアでの構真柱およびSMW壁の構築工程)である。It is explanatory drawing of the construction procedure of a building (the part 1: drive-in process of the partition pile which comprises a temporary wall, the construction process of the construction pillar and SMW wall in an outer peripheral area). 建物の構築手順の説明図(その2:中央エリアでの地盤アンカーの打込み工程)である。It is explanatory drawing of the construction procedure of a building (the part 2: driving process of the ground anchor in a central area). 建物の構築手順の説明図(その3:外周エリアでの先行床の構築工程、中央エリアでの鉄骨建方および先行床の構築工程)である。It is explanatory drawing of the construction procedure of a building (the part 3: The construction process of the preceding floor in an outer peripheral area, the steel frame construction in the center area, and the construction process of a preceding floor). 建物の構築手順の説明図(その4:外周エリアでの地下躯体の構築工程、中央エリアでの地下躯体の構築工程)である。It is explanatory drawing of the construction procedure of a building (Part 4: construction process of the underground skeleton in the outer peripheral area, construction process of the underground skeleton in the central area).

本発明は、地下躯体を有する高層建物の構築方法として、建物の高層部直下の中央エリアについては、順打ち工法で地盤掘削を行って地下躯体を構築し、建物の低層部直下の外周エリアについては、逆打ち工法で地下躯体を構築する、中央エリア順打ち・外周エリア逆打ちの併用工法である。これにより、地上躯体工事に早期に着手でき、短工期を実現できる。
以下、本発明の一実施形態について、図面を参照しながら説明する。
図1は、本発明の一実施形態に係る建物の構築方法により構築される建物1の模式的な縦断面図である。図2は、建物1の地下躯体10の模式的な横断面図である。
建物1は、鉄骨鉄筋コンクリート造の地下構造体としての地下躯体10と、この地下躯体10の上に構築される鉄骨造の地上構造体としての地上躯体11と、を備える。
The present invention, as a method of constructing a high-rise building having an underground skeleton, for the central area directly under the high-rise part of the building, construct an underground skeleton by performing ground excavation by the progressive construction method, and for the outer peripheral area immediately below the low-rise part of the building. Is a method for constructing an underground skeleton by the reverse casting method, in which the center area is sequentially hammered and the outer area is hammered. As a result, the construction work on the ground can be started early and the construction period can be shortened.
Hereinafter, an embodiment of the present invention will be described with reference to the drawings.
FIG. 1 is a schematic vertical sectional view of a building 1 constructed by a building construction method according to an embodiment of the present invention. FIG. 2 is a schematic cross-sectional view of the underground structure 10 of the building 1.
The building 1 includes an underground skeleton 10 as an underground structure of steel reinforced concrete structure, and an above-ground skeleton 11 as an above-ground structure of steel frame constructed on the underground skeleton 10.

地下躯体10は、平面視で、内側構造体としての中央部10Aと、この中央部10Aの周囲(外側)に環状に構築された外側構造体としての外周部10Bと、を備える。また、この地下躯体10は、縦断面視で、べた基礎であるマットスラブ12、外周部10Bのマットスラブ基礎の直下に設けられた杭基礎である杭13、各階の柱14、各階の梁15、各階の床スラブ16を備えている。図1に示すように、中央部10Aには、杭が設けられておらず、外周部10Bにのみ杭13が設けられている。
地上躯体11は、高層部と、この高層部の周囲に構築された低層部と、で構成されている。地下躯体10の中央部10Aは、高層部の直下に位置しており、地下躯体10の外周部10Bは、低層部の直下に位置している。
The underground structure 10 includes a central portion 10A as an inner structural body and an outer peripheral portion 10B as an outer structural body that is annularly constructed around the central portion 10A (in the plan view). Further, the underground skeleton 10 is, in a longitudinal sectional view, a mat slab 12 which is a solid foundation, a pile 13 which is a pile foundation provided directly below the mat slab foundation of the outer peripheral portion 10B, a pillar 14 on each floor, and a beam 15 on each floor. The floor slab 16 on each floor is provided. As shown in FIG. 1, no pile is provided in the central portion 10A, and the pile 13 is provided only in the outer peripheral portion 10B.
The ground structure 11 is composed of a high-rise part and a low-rise part built around the high-rise part. The central portion 10A of the underground structure 10 is located directly below the high-rise part, and the outer peripheral part 10B of the underground structure 10 is located directly below the low-rise part.

以下、建物1を構築する手順について、図3のフローチャートを参照しながら説明する。
まず、平面視で、地下躯体10の中央部10Aが構築されるエリアを内側エリアとしての中央エリア20Aとし、外周部10Bが構築されるエリアを外側エリアとしての外周エリア20Bとする(図2参照)。この外周エリア20Bは、中央エリア20Aを囲む環状となっている。
Hereinafter, the procedure for constructing the building 1 will be described with reference to the flowchart of FIG.
First, in plan view, an area in which the central portion 10A of the underground structure 10 is constructed is a central area 20A as an inner area, and an area in which the outer peripheral portion 10B is constructed is an outer peripheral area 20B as an outer area (see FIG. 2). ). The outer peripheral area 20B has a ring shape surrounding the central area 20A.

ステップS1では、図4に示すように、中央エリア20Aと外周エリア20Bとの境界に仮設壁22を構成する仕切り杭を所定間隔で打ち込む。また、外周エリアにて、建物1の外周に沿って地盤2内に山留め壁としてのSMW壁21を構築するとともに、地盤2内に構真柱23を埋設して杭13を構築する。
ステップS2では、図5に示すように、仮設壁22の中央エリア20A側の壁面から外周エリア20Bの地盤2内に向かって、地盤アンカー25を打ち込みながら、中央エリア20Aの地盤2を中央部10Aのマットスラブ12の底面の深さ(床付面24)まで掘削する。
具体的には、中央エリア20Aの地盤2を所定深さまで掘削して、掘削により露出した仕切り杭同士の間に横矢板を嵌め込んで、仮設壁22を構築する。そして、この露出した仮設壁22の壁面に地盤アンカー25を打ち込む。このとき、地盤アンカー25を外周エリア20Bの地盤2の構真柱23同士の間や杭13同士の間を通して打ち込んで、地盤アンカー25の先端の定着体を外周エリア20Bの地盤2内に配置する。この作業を繰り返すことで、地盤アンカー25を上下に複数段設けつつ、床付面24まで掘削する。
仮設壁22は、建物1の構築過程において、中央エリア20Aと外周エリア20Bとの境界に一時的に設置される壁である。地盤アンカー25を設置することにより、仮設壁22が外周エリア20Bの地盤2側に引っ張られるので、中央エリア20Aの地盤2の掘削を進めても、仮設壁22が保持される。
In step S1, as shown in FIG. 4, partition piles forming the temporary wall 22 are driven at a predetermined interval at the boundary between the central area 20A and the outer peripheral area 20B. Further, in the outer peripheral area, the SMW wall 21 as a mountain retaining wall is constructed along the outer periphery of the building 1 in the ground 2, and the true pillar 23 is embedded in the ground 2 to construct the pile 13.
In step S2, as shown in FIG. 5, the ground anchor 25 is driven into the ground 2 of the central area 20A from the wall surface of the temporary wall 22 on the side of the central area 20A toward the ground 2 of the outer peripheral area 20B. Excavate to the depth of the bottom surface of the mat slab 12 (surface 24 with floor).
Specifically, the ground 2 in the central area 20A is excavated to a predetermined depth, and a horizontal sheet pile is fitted between the partition piles exposed by the excavation to construct the temporary wall 22. Then, the ground anchor 25 is driven into the exposed wall surface of the temporary wall 22. At this time, the ground anchor 25 is driven through between the true columns 23 of the ground 2 in the outer peripheral area 20B and between the piles 13 to arrange the fixing body at the tip of the ground anchor 25 in the ground 2 in the outer peripheral area 20B. .. By repeating this work, the ground anchor 25 is provided in a plurality of upper and lower stages, and the floor-attached surface 24 is excavated.
The temporary wall 22 is a wall temporarily installed at the boundary between the central area 20A and the outer peripheral area 20B in the process of building the building 1. Since the temporary wall 22 is pulled toward the ground 2 side of the outer peripheral area 20B by installing the ground anchor 25, the temporary wall 22 is retained even when the ground 2 in the central area 20A is being excavated.

ステップS3では、図6に示すように、外周エリア20Bにて、構真柱23に支持させて外周部10Bの先行床17Bを構築するとともに、中央エリア20Aにて、中央部10Aの鉄骨柱26に支持させて中央部10Aの先行床17Aを構築して、1階先行床17として1階床スラブ全面を構築する。具体的には、外周エリア20Bにて、適宜掘削を行い、外周部10Bの1階の梁15および床スラブ16を先行床17Bとして構築し、この先行床17Bを構真柱23で支持する。このように、外周エリア20Bの地盤2の上部を掘削して外周部10Bを構築しても、この地盤2の上部には地盤アンカー25が打ち込まれていないため、地盤アンカー25に干渉しない。 In step S3, as shown in FIG. 6, in the outer peripheral area 20B, the structure columns 23 are supported to construct the preceding floor 17B of the outer peripheral portion 10B, and in the central area 20A, the steel frame pillars 26 of the central portion 10A. The leading floor 17A of the central portion 10A is constructed by supporting the first floor as the first floor 17 and the entire first floor slab is constructed. Specifically, the outer peripheral area 20B is appropriately excavated, the beam 15 and the floor slab 16 on the first floor of the outer peripheral portion 10B are constructed as a preceding floor 17B, and the preceding floor 17B is supported by the true column 23. In this way, even if the upper part of the ground 2 in the outer peripheral area 20B is excavated to construct the outer peripheral part 10B, the ground anchor 25 is not driven into the upper part of the ground 2 and therefore does not interfere with the ground anchor 25.

また、中央エリア20Aにて、床付面24から上方に向かって、中央部10Aの鉄骨柱26および鉄骨梁27の鉄骨建方を行う。ここで、工期短縮を図るため、鉄骨柱26の下端部については、床付面24上にプレキャストコンクリート製の束部材28を設置し、この束部材28の上に鉄骨柱26を建て込む。なお、これに限らず、マットスラブの下部12A(図6中破線で示す)を構築し、この上に鉄骨柱26を建て込んでもよい。
さらに、中央エリア20Aにて、外周エリアの先行床17Bと一体化する1階の梁15および床スラブ16を先行床17Aとして構築する。これにより、1階先行床17が全面に亘って完成し、以後、この1階先行床17の上下で同時に工事を進めることが可能となる。
Further, in the central area 20A, the steel framing of the steel frame columns 26 and the steel beam 27 of the central portion 10A is performed upward from the floor-attached surface 24. Here, for the purpose of shortening the construction period, a bundle member 28 made of precast concrete is installed on the bottom surface 24 of the steel column 26, and the steel column 26 is built on the bundle member 28. Note that the present invention is not limited to this, and the lower portion 12A of the mat slab (shown by the broken line in FIG. 6) may be constructed, and the steel column 26 may be built on this.
Further, in the central area 20A, the beam 15 and the floor slab 16 on the first floor, which are integrated with the preceding floor 17B in the outer peripheral area, are constructed as the preceding floor 17A. As a result, the first-floor preceding floor 17 is completed over the entire surface, and thereafter, it becomes possible to proceed with construction above and below the first-floor preceding floor 17 at the same time.

ステップS4では、図7に示すように、全エリア(中央エリア20Aおよび外周エリア20B)において、1階先行床17から上の地上躯体11の構築を開始する。
また、中央エリア20Aにて、中央部10Aの残りの躯体を構築する。ここで、中央部10Aの各階の床躯体(梁15および床スラブ16)の構築については、必ずしも下層から上層に向かって行う必要はない。
また、外周エリア20Bにて、先行床17Bから下方に向かって、地盤アンカー25を撤去しながら地盤2を掘削して外周部10Bの地下階の梁15および床スラブ16を構築する。以降、このような掘削および地下躯体の構築を繰り返す。なお、この掘削では、掘削深さが浅いため、SMW壁21に作用する土圧が小さく、外周エリア20Bの既に構築した梁15および床スラブ16がSMW壁21の支保工として機能する。よって、中央部10Aの梁15や床スラブ16の構築を待たずに掘削を進めることができる。したがって、中央部10Aにて構築する床躯体のレベルと、外周部10Bにて構築する床躯体のレベルとは、必ずしも一致しなくてもよい。
In step S4, as shown in FIG. 7, in the entire area (the central area 20A and the outer peripheral area 20B), the construction of the above-ground building 11 from the preceding floor 17 on the first floor is started.
Further, in the central area 20A, the remaining skeleton of the central portion 10A is constructed. Here, the construction of the floor frame (the beam 15 and the floor slab 16) of each floor of the central portion 10A does not necessarily have to be performed from the lower layer to the upper layer.
In the outer peripheral area 20B, the ground 2 is excavated downward from the preceding floor 17B while the ground anchor 25 is removed to construct the beam 15 and the floor slab 16 on the basement floor of the outer peripheral portion 10B. After that, such excavation and construction of the underground structure are repeated. In this excavation, since the excavation depth is shallow, the earth pressure acting on the SMW wall 21 is small, and the beam 15 and the floor slab 16 already constructed in the outer peripheral area 20B function as a support for the SMW wall 21. Therefore, excavation can proceed without waiting for the construction of the beam 15 and the floor slab 16 in the central portion 10A. Therefore, the level of the floor skeleton constructed in the central portion 10A and the level of the floor skeleton constructed in the outer peripheral portion 10B do not necessarily have to match.

本実施形態によれば、以下のような効果がある。
(1)外周エリア20Bでは逆打ち工法により地下躯体10の外周部10Bを構築し、中央エリア20Aでは順打ち工法により地下躯体10の中央部10Aを構築する。このとき、外周エリア20Bと中央エリア20Aとの境界に仮設壁22を設け、この仮設壁22の地盤アンカー25を外周エリア20Bの地盤2内に定着させた。よって、中央エリア20Aに棚杭や切梁などの仮設構造物が不要となるため、中央エリア20Aにおける掘削や地下躯体10の構築を円滑に進めることができる。また、仮設壁22および地盤アンカー25が外周エリア20Bの地盤2を保持する山留めとしての機能を発揮するので、建設敷地に隣接する周辺地盤の安定性を高めることができる。
According to this embodiment, there are the following effects.
(1) In the outer peripheral area 20B, the outer peripheral portion 10B of the underground skeleton 10 is constructed by the reverse striking method, and in the central area 20A, the central portion 10A of the underground skeleton 10 is constructed by the sequential striking method. At this time, a temporary wall 22 was provided at the boundary between the outer peripheral area 20B and the central area 20A, and the ground anchor 25 of this temporary wall 22 was fixed in the ground 2 of the outer peripheral area 20B. Therefore, temporary structures such as shelving piles and beams are unnecessary in the central area 20A, so that excavation in the central area 20A and construction of the underground skeleton 10 can be proceeded smoothly. Further, since the temporary wall 22 and the ground anchor 25 exert the function of retaining the ground 2 in the outer peripheral area 20B, the stability of the surrounding ground adjacent to the construction site can be enhanced.

(2)外周エリア20Bの地盤2内に構真柱23を打ち込み、さらにこれら構真柱23同士や杭13同士の間に地盤アンカー25を設置した。したがって、地盤アンカー25を定着させるためだけに建物敷地外に用地を確保する必要はなく、敷地が狭溢であっても、地盤アンカー25を容易に設置できる。
また、外周エリア20Bの地盤2内に地盤アンカー25の定着体を設置したので、地盤アンカー25の定着体として多様な形態を採用できるうえに、地盤アンカー25の撤去も比較的容易である。
また、地盤アンカー25は、外周エリア20Bの地盤2の掘削作業の進捗に合わせて、容易に撤去できる。
(2) The structure columns 23 are driven into the ground 2 in the outer peripheral area 20B, and the ground anchors 25 are installed between the structure columns 23 and the piles 13. Therefore, it is not necessary to secure a land outside the building site only for fixing the ground anchor 25, and the ground anchor 25 can be easily installed even if the site is narrow.
Further, since the fixing body of the ground anchor 25 is installed in the ground 2 of the outer peripheral area 20B, various forms can be adopted as the fixing body of the ground anchor 25 and the ground anchor 25 can be removed relatively easily.
Further, the ground anchor 25 can be easily removed according to the progress of the excavation work of the ground 2 in the outer peripheral area 20B.

(3)地盤アンカー25を上下に複数段設けたので、掘削深さが深く、仮設壁22が高くなる場合であっても、この仮設壁22を地盤アンカー25で確実に支持できる。
(4)地下躯体10を有する建物1を対象として、建物1の高層部直下の中央部10Aを順打ち工法で構築し、建物1の低層部直下の外周部10Bを逆打ち工法で構築することで、コストおよび工期の両方で有利な地下構造体の構築方法を実現できる。特に、建物1では、中央部10Aを杭ではなくべた基礎による直接基礎で支持するので、地下躯体10を構築する費用を低減でき、短工期化が可能である。
(3) Since the ground anchor 25 is provided in a plurality of upper and lower stages, the temporary wall 22 can be reliably supported by the ground anchor 25 even if the excavation depth is deep and the temporary wall 22 is high.
(4) For the building 1 having the underground skeleton 10, the central part 10A immediately below the high-rise part of the building 1 is constructed by the sequential construction method, and the outer peripheral part 10B immediately below the low-rise part of the building 1 is constructed by the reverse construction method. Thus, it is possible to realize a method for constructing an underground structure that is advantageous in both cost and construction period. In particular, in the building 1, since the central portion 10A is directly supported by the solid foundation instead of the pile, the cost of constructing the underground skeleton 10 can be reduced, and the construction period can be shortened.

なお、本発明は前記実施形態に限定されるものではなく、本発明の目的を達成できる範囲での変形、改良等は本発明に含まれるものである。
例えば、上記実施形態では、地盤アンカーが複数段に亘って打ち込んだが、これに限らず、地盤アンカーを一段のみ打ち込んでもよい。
また、上記実施形態では、中央エリア20Aの先行床17Aおよび外周エリア20Bの先行床17Bを、1階床レベルに設けたが、これに限らず、先行床17Aおよび先行床17Bを異なる床レベルに設けてもよい。
また、上記実施形態では、中央エリア20Aの基礎をべた基礎(マットスラブ12)による直接基礎としたが、これに限らず、杭基礎としてもよい。
It should be noted that the present invention is not limited to the above-described embodiment, and modifications, improvements, etc. within the scope of achieving the object of the present invention are included in the present invention.
For example, in the above embodiment, the ground anchor is driven in a plurality of steps, but the present invention is not limited to this, and the ground anchor may be driven in only one step.
Further, in the above embodiment, the preceding floor 17A in the central area 20A and the preceding floor 17B in the outer peripheral area 20B are provided at the first floor level, but the present invention is not limited to this, and the preceding floor 17A and the preceding floor 17B are set at different floor levels. It may be provided.
Further, in the above embodiment, the foundation of the central area 20A is a direct foundation made of a solid foundation (mat slab 12), but the foundation is not limited to this and may be a pile foundation.

1…建物 2…地盤
10…地下躯体(地下構造体) 10A…中央部(内側構造体)
10B…外周部(外側構造体) 11…地上躯体(地上構造体)
12…マットスラブ 12A…マットスラブの下部 13…杭 14…柱
15…梁 16…床スラブ
17…1階先行床 17A…中央部の先行床 17B…外周部の先行床
20A…中央エリア(内側エリア) 20B…外周エリア(外側エリア)
21…SMW壁 22…仮設壁 23…構真柱 24…床付面 25…地盤アンカー
26…鉄骨柱 27…鉄骨梁 28…束部材
1... Building 2... Ground 10... Underground structure (underground structure) 10A... Central part (inner structure)
10B... Peripheral part (outer structure) 11... Ground structure (ground structure)
12...mat slab 12A...bottom of mat slab 13...pile 14...pillar 15...beam 16...floor slab 17...preceding floor on the first floor 17A...preceding floor in the center 17B...preceding floor on the outer periphery 20A...central area (inner area ) 20B... Outer area (outer area)
21... SMW wall 22... Temporary wall 23... Structural column 24... Floor surface 25... Ground anchor 26... Steel column 27... Steel beam 28... Bundle member

Claims (3)

地下構造体を有する建物の構築方法であって、
前記地下構造体を、平面視で、内側エリアに構築された内側構造体と、前記内側エリアの外側の外側エリアに構築された外側構造体と、を含んで構成し、
前記内側エリアと前記外側エリアとの境界に仮設壁を構築するとともに、前記外側エリアの地盤内に構真柱を構築する第1工程と、
前記仮設壁の前記内側エリア側の壁面から前記外側エリアの地盤内に向かって地盤アンカーを打ち込みながら、前記内側エリアの地盤を前記内側構造体の底面深さまで掘削する第2工程と、
前記外側エリアにて、前記外側構造体の所定階の床スラブを先行床として構築し、当該先行床を前記構真柱で支持するとともに、前記内側エリアにて、床付面から上方に向かって前記内側構造体の一部を構築し、当該内側構造体の一部に支持させて所定階の床スラブを先行床として構築する第3工程と、
前記先行床から上方に向かって地上構造体を構築しつつ、前記内側エリアにて、前記内側構造体の残りを構築し、前記外側エリアにて、前記先行床から下方に向かって、前記地盤アンカーを撤去しながら地盤を掘削して前記外側構造体を構築することを繰り返す第4工程と、を備えることを特徴とする建物の構築方法。
A method of constructing a building having an underground structure,
The underground structure, in plan view, an inner structure constructed in an inner area, and an outer structure constructed in an outer area outside the inner area, and is configured,
A first step of building a temporary wall at the boundary between the inner area and the outer area, and building a true pillar in the ground of the outer area,
A second step of excavating the ground in the inner area to the bottom depth of the inner structure while driving the ground anchor from the wall surface on the inner area side of the temporary wall toward the ground in the outer area;
In the outer area, a floor slab of a predetermined floor of the outer structure is constructed as a preceding floor, and the preceding floor is supported by the structural pillars, and in the inner area, from the floor-attached surface upward. A third step of constructing a part of the inner structure, supporting a part of the inner structure to construct a floor slab of a predetermined floor as a preceding floor, and
While constructing a ground structure upward from the preceding floor, construct the rest of the inner structure in the inner area, and in the outer area, downward from the preceding floor, the ground anchor. And a fourth step of repeating the step of excavating the ground while removing the ground to construct the outer structure, the method for constructing a building.
前記第2工程では、前記地盤アンカーを前記外側エリアの地盤に前記構真柱同士の間を通して打ち込んで、前記地盤アンカーの定着体を前記外側エリアの地盤内に配置することを特徴とする請求項1に記載の建物の構築方法。 In the second step, the ground anchor is driven into the ground in the outer area so as to pass through between the true columns, and the fixing body of the ground anchor is arranged in the ground in the outer area. The method for constructing a building according to 1. 前記第2工程では、前記内側エリアの地盤を所定深さまで掘削して、掘削により露出した前記仮設壁の壁面に地盤アンカーを打ち込む作業を繰り返すことで、前記地盤アンカーを上下に複数段設けることを特徴とする請求項1または2に記載の建物の構築方法。 In the second step, by excavating the ground in the inner area to a predetermined depth and driving the ground anchor into the wall surface of the temporary wall exposed by the excavation, the ground anchors may be provided in a plurality of upper and lower stages. The method for constructing a building according to claim 1 or 2, which is characterized.
JP2019018487A 2019-02-05 2019-02-05 building construction method Active JP7182485B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2019018487A JP7182485B2 (en) 2019-02-05 2019-02-05 building construction method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2019018487A JP7182485B2 (en) 2019-02-05 2019-02-05 building construction method

Publications (2)

Publication Number Publication Date
JP2020125630A true JP2020125630A (en) 2020-08-20
JP7182485B2 JP7182485B2 (en) 2022-12-02

Family

ID=72083688

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2019018487A Active JP7182485B2 (en) 2019-02-05 2019-02-05 building construction method

Country Status (1)

Country Link
JP (1) JP7182485B2 (en)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP7352048B1 (en) 2022-09-06 2023-09-27 北京城建設計▲発▼展集団股▲ふん▼有限公司 Construction method of large-span station with open wings and semi-top-down excavation and semi-reverse drilling

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH04189922A (en) * 1990-11-26 1992-07-08 Taisei Corp Consturction method for underground structure using core section
JP3053938B2 (en) * 1991-11-18 2000-06-19 株式会社竹中工務店 Double striking method
JP2012046950A (en) * 2010-08-26 2012-03-08 Taisei Corp Structure construction method and structure under construction
JP2012107430A (en) * 2010-11-17 2012-06-07 Shimizu Corp Construction method of underground structure
JP2015025292A (en) * 2013-07-26 2015-02-05 株式会社大林組 Building construction method and building
JP2016199957A (en) * 2015-04-14 2016-12-01 戸田建設株式会社 Floor preceding method
JP2017166139A (en) * 2016-03-14 2017-09-21 大成建設株式会社 Construction method of underground structure
JP2019173453A (en) * 2018-03-29 2019-10-10 三井住友建設株式会社 Construction method of building

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH04189922A (en) * 1990-11-26 1992-07-08 Taisei Corp Consturction method for underground structure using core section
JP3053938B2 (en) * 1991-11-18 2000-06-19 株式会社竹中工務店 Double striking method
JP2012046950A (en) * 2010-08-26 2012-03-08 Taisei Corp Structure construction method and structure under construction
JP2012107430A (en) * 2010-11-17 2012-06-07 Shimizu Corp Construction method of underground structure
JP2015025292A (en) * 2013-07-26 2015-02-05 株式会社大林組 Building construction method and building
JP2016199957A (en) * 2015-04-14 2016-12-01 戸田建設株式会社 Floor preceding method
JP2017166139A (en) * 2016-03-14 2017-09-21 大成建設株式会社 Construction method of underground structure
JP2019173453A (en) * 2018-03-29 2019-10-10 三井住友建設株式会社 Construction method of building

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
八重樫 敏夫、外3名: "中央合同庁舎第5号館地下工事の施工報告", 西松建設技報, vol. 6, JPN7021003288, 1983, JP, pages 116 - 123, ISSN: 0004778765 *

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP7352048B1 (en) 2022-09-06 2023-09-27 北京城建設計▲発▼展集団股▲ふん▼有限公司 Construction method of large-span station with open wings and semi-top-down excavation and semi-reverse drilling

Also Published As

Publication number Publication date
JP7182485B2 (en) 2022-12-02

Similar Documents

Publication Publication Date Title
KR101205783B1 (en) The complex execution method which dismantling work of existing underground structure and constructs of new building simultaneously
JP6103667B1 (en) Construction method of underground structure
KR100967497B1 (en) Method for constructing an underground structure
KR102400229B1 (en) Method for demolishing underground building
RU2414563C1 (en) Method to erect multistory subsurface structure
JP2008013926A (en) Existing building foundation reinforcing method
JP5038170B2 (en) How to rebuild a structure
JP2012112121A (en) Excavation method of ground under spread foundation and base-isolating method of existing building
JP4115095B2 (en) Reverse strike method
JP7182485B2 (en) building construction method
KR100926323B1 (en) Constructing method for extension of underground
JP3248458B2 (en) Shoring construction underground construction method
KR100663109B1 (en) Method for Constructing an Underground Structure Using Up-down Method
KR20050113450A (en) Downward reinforced-concrete underground structure using temporary assistant columns
KR101257905B1 (en) Method for constructing foundation work
JP2019173453A (en) Construction method of building
JP6827256B2 (en) How to rebuild the building
JP3809340B2 (en) Reverse strike method
JP6534026B2 (en) Seismic isolation building and its construction method
JP6851180B2 (en) How to rebuild the building
JP7342343B2 (en) How to install piles
KR102601694B1 (en) Method for demolishing underground building
JP2020070701A (en) Underground structure, building and method for constructing underground structure
JP2023044695A (en) Reconstruction method of building
JP2012136841A (en) Method for excavating ground under spread foundation of existing building, and base-isolating method for existing building

Legal Events

Date Code Title Description
A621 Written request for application examination

Free format text: JAPANESE INTERMEDIATE CODE: A621

Effective date: 20210831

A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20220518

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20220524

A521 Request for written amendment filed

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20220701

TRDD Decision of grant or rejection written
A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

Effective date: 20221028

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20221121

R150 Certificate of patent or registration of utility model

Ref document number: 7182485

Country of ref document: JP

Free format text: JAPANESE INTERMEDIATE CODE: R150