JP2008115539A - Flat plate construction method - Google Patents

Flat plate construction method Download PDF

Info

Publication number
JP2008115539A
JP2008115539A JP2006297149A JP2006297149A JP2008115539A JP 2008115539 A JP2008115539 A JP 2008115539A JP 2006297149 A JP2006297149 A JP 2006297149A JP 2006297149 A JP2006297149 A JP 2006297149A JP 2008115539 A JP2008115539 A JP 2008115539A
Authority
JP
Japan
Prior art keywords
precast
flat plate
bar
plate
floor
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
JP2006297149A
Other languages
Japanese (ja)
Other versions
JP4842093B2 (en
Inventor
Yasuhiro Oka
靖弘 岡
Takeshi Kishimoto
剛 岸本
Takao Kotake
琢雄 小竹
Original Assignee
Okumura Corp
株式会社奥村組
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 Okumura Corp, 株式会社奥村組 filed Critical Okumura Corp
Priority to JP2006297149A priority Critical patent/JP4842093B2/en
Publication of JP2008115539A publication Critical patent/JP2008115539A/en
Application granted granted Critical
Publication of JP4842093B2 publication Critical patent/JP4842093B2/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Abstract

<P>PROBLEM TO BE SOLVED: To smoothly construct a flat plate with beam parts not projected from its bottom face using precast members for the flat plate without thickening the flat plate. <P>SOLUTION: This flat plate construction method comprises processes for installing temporary pedestals 2 at the upper parts of columns 1, placing precast beam members 3 for the flat plate between the temporary pedestals of the adjacent columns, connecting beam lower end main reinforcements 4 of the precast beam members for the flat plate, disposing half precast floor members 5 by supporting them by temporary receiving members 6, arranging beam upper end main reinforcements 7 above the precast beam members for the flat plate, arranging slab reinforcements from the half precast floor members to the precast beam members for the flat plate, placing concrete for the flat plate, and removing the temporary pedestals and temporary receiving members. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

本発明は、プレキャスト部材を用いたフラットプレートの構築方法に関する。   The present invention relates to a method for constructing a flat plate using a precast member.
柱頭にスラブ支持のための柱頭支版(キャピタル)を持たず、スラブを柱で直接支持するフラットスラブ構造(以下「フラットプレート構造」という)の建築物において、施工省力化のためにプレキャスト部材化が求められている。一方、フラットプレート構造においては、地震時等の水平力による柱周囲のスラブに発生するパンチング破壊が問題となる。そのため、フラットプレート構造のプレキャスト部材化に際してパンチング破壊を考慮する必要がある。   For buildings with a flat slab structure (hereinafter referred to as “flat plate structure”) that supports the slab directly with the pillars without supporting the slab support capital (capital) for the slabs, use precast members for labor saving Is required. On the other hand, in the flat plate structure, a punching failure generated in a slab around a column due to a horizontal force during an earthquake or the like becomes a problem. Therefore, it is necessary to consider punching failure when forming a flat plate structure with a precast member.
特許文献1には、柱周囲のスラブを高強度コンクリート製のノンキャピタル版として、予め工場にて形成し柱頭部に固着するフラットスラブ工法が示されている。特許文献2には、パンチング破壊を防止するためにフラットスラブ内の梁主筋に、梁主筋を囲む補強筋と棒状の補強筋を設ける技術が示されている。特許文献3、4には、キャピタルを有するフラットスラブ構造において、梁部をハーフプレキャスト部材化した技術が開示されている。
特開平08−4183号公報 特開2000−179081号公報 特公平04−2743号公報 特公平07−94753号公報
Patent Document 1 discloses a flat slab method in which a slab around a column is formed in advance in a factory as a non-capital plate made of high-strength concrete and is fixed to the column head. Patent Document 2 discloses a technique in which a reinforcing bar surrounding the beam main bar and a bar-shaped reinforcing bar are provided in the main beam of the flat slab in order to prevent punching failure. Patent Documents 3 and 4 disclose a technique in which a beam portion is formed as a half precast member in a flat slab structure having a capital.
Japanese Patent Laid-Open No. 08-4183 JP 2000-179081 A Japanese Patent Publication No. 04-2743 Japanese Patent Publication No. 07-94753
しかし、特許文献1の工法は、柱周囲のスラブをプレキャスト部材化した工法であり、フラットプレート構造の柱間のスラブ(梁部)を、柱周囲のパンチング破壊の防止に活用しながらプレキャスト部材化して利用する工法ではなかった。また、ノンキャピタル板がフルプレキャスト部材であるため、その側面でのみ他のスラブ部分との接合が行われ、フラットスラブ全体の一体性を確保しにくい。一方、特許文献2にフラットプレート構造のスラブ内の梁部主筋に2種類の補強筋を設けることで、柱周囲のパンチング破壊を有効に防止することは示されているが、2種類の補強筋を効果的に配置するためには施工が煩雑になり施工効率が低下する。一方、特許文献3では、柱頭支版(キャピタル)を有するフラットスラブ構造における梁部を柱列帯PS床パネル、床部を柱間帯PS床パネルとしてプレキャスト部材化し、それらの上部にコンクリートを打設してフラットスラブの一体性を確保している。しかし、柱間帯PSパネルを柱列帯PSパネルの上部に載置するため、スラブ底に梁が突出してしまう。これに対し、特許文献4においては、PC梁に段部、床のPC版に突部を設け、両者を係止することでスラブ底面をフラットにしているが、段差や突部の強度を確保するためにプレキャスト部材が厚くなり、フラットスラブ全体も厚くなってしまう。また、特許文献3の柱列帯PS床パネルおよび特許文献4のPC梁は、柱頭支版を有するフラットスラブ構造に適用するプレキャスト部材であり、柱周囲のパンチング破壊の防止に寄与する補強は考慮されていない。このため柱頭支版(キャピタル)を有しないフラットプレート構造への適用には構造上問題があった。   However, the method of Patent Document 1 is a method in which the slabs around the columns are made into precast members, and the slabs (beams) between the columns in the flat plate structure are made into precast members while preventing punching damage around the columns. It was not a construction method to use. In addition, since the non-capital plate is a full precast member, joining to other slab portions is performed only on the side surfaces, and it is difficult to ensure the integrity of the entire flat slab. On the other hand, Patent Document 2 shows that by providing two types of reinforcing bars in the main part of the beam in a slab having a flat plate structure, it is possible to effectively prevent punching damage around the column. In order to arrange effectively, construction becomes complicated and construction efficiency falls. On the other hand, in Patent Document 3, a beam part in a flat slab structure having a capital slab (capital) is made into a precast member with a columnar belt PS floor panel and a floor part as a PS pillar panel between columns, and concrete is placed on the upper part thereof. To ensure the integrity of the flat slab. However, since the inter-column belt PS panel is placed on top of the column-row belt PS panel, the beam protrudes from the slab bottom. In contrast to this, in Patent Document 4, a step is provided on the PC beam and a protrusion is provided on the PC plate on the floor, and the slab bottom is flattened by locking both, but the strength of the step and protrusion is ensured. Therefore, the precast member becomes thick, and the entire flat slab also becomes thick. Further, the columnar belt PS floor panel of Patent Document 3 and the PC beam of Patent Document 4 are precast members applied to a flat slab structure having a column head supporting plate, and the reinforcement that contributes to the prevention of punching failure around the column is considered. It has not been. For this reason, there has been a structural problem in application to a flat plate structure having no stigma (capital).
本発明は上記従来の課題に鑑みて創案されたものであって、フラットプレート構造におけるスラブ(以下「フラットプレート」という)の柱間に配置され、柱周囲のパンチング破壊の防止に有効な補強を有するフラットプレート用プレキャスト部材を使用し、フラットプレートを厚くすることなく、その底面から梁部分を突出させないフラットプレートを、円滑に構築できるフラットプレート構築方法を提供することを目的とする。   The present invention has been devised in view of the above-described conventional problems, and is disposed between columns of a slab (hereinafter referred to as “flat plate”) in a flat plate structure, and provides effective reinforcement for preventing punching damage around the column. An object of the present invention is to provide a flat plate construction method capable of smoothly constructing a flat plate which uses a precast member for a flat plate and which does not project the beam portion from the bottom surface without increasing the thickness of the flat plate.
本発明にかかるフラットプレート構築方法は、柱上部に仮設受台を設置する第1工程と、梁下端主筋が長さ方向両端面それぞれから突出させて埋設されるとともに、第1せん断補強筋が、その係止部を上方へ突出させて埋設されたフラットプレート用プレキャスト梁部材を、隣接する柱の上記仮設受台間に載置する第2工程と、上記柱を挟んで配設された上記フラットプレート用プレキャスト梁部材の上記梁下端主筋同士を接続する第3工程と、上記フラットプレート用プレキャスト梁部材で囲まれた床部分に、ハーフプレキャスト床部材を、その底面が上記フラットプレート用プレキャスト梁部材の底面と面一となるように、該フラットプレート用プレキャスト梁部材の下面に位置し、その側面から突出させた仮設受部材で支持して配設する第4工程と、上記係止部に係止させて上記フラットプレート用プレキャスト梁部材の上方に、梁上端主筋を配筋する第5工程と、上記ハーフプレキャスト床部材から上記フラットプレート用プレキャスト梁部材にわたって、それらの上方にスラブ配筋を行う第6工程と、上記仮設受台、上記フラットプレート用プレキャスト梁部材および上記ハーフプレキャスト床部材の上方にコンクリートを打設する第7工程と、コンクリート硬化後に、上記仮設受台および上記仮設受部材を撤去する第8工程とを備えることを特徴とする。   The flat plate construction method according to the present invention includes a first step of installing a temporary cradle at the upper part of a column, a beam lower end main reinforcing bar projecting from both end faces in the length direction, and a first shear reinforcing bar, A second step of placing a precast beam member for a flat plate embedded with its locking portion protruding upward, between the temporary receiving bases of adjacent columns, and the flat disposed with the columns interposed therebetween A third step of connecting the beam bottom principal bars of the precast beam member for plates, and a half precast floor member on the floor portion surrounded by the precast beam members for the flat plate, and the bottom surface of the precast beam member for the flat plate It is located on the lower surface of the flat plate precast beam member so that it is flush with the bottom surface of the flat plate, and is supported by a temporary receiving member protruding from the side surface. A fourth step, a fifth step in which the upper end main beam of the beam is arranged above the flat plate precast beam member by being locked to the locking portion, and the flat plate precast beam member from the half precast floor member. Over the sixth step of placing slabs above them, the seventh step of placing concrete above the temporary cradle, the precast beam member for flat plate and the half precast floor member, and after the concrete is hardened And an eighth step of removing the temporary receiving member and the temporary receiving member.
前記フラットプレート用プレキャスト梁部材には、前記梁上端主筋と前記梁下端主筋を包囲する第2せん断補強筋が、その上部を突出させて埋設され、前記第5工程では、前記梁上端主筋は上記第2せん断補強筋に挿通されて配筋されることを特徴とする。   The flat plate precast beam member is embedded with a second shear reinforcement bar that surrounds the beam upper main bar and the beam lower bar main bar, with its upper portion protruding, and in the fifth step, the beam upper bar bar The second shear reinforcement bars are inserted and arranged.
前記第5工程に続けて、前記フラットプレート用プレキャスト梁部材から前記ハーフプレキャスト床部材上方へ突出させてスラブ連結筋を設ける工程を備えることを特徴とする。   Continuing on from the fifth step, the method includes a step of projecting the flat plate precast beam member above the half precast floor member to provide a slab connecting bar.
本発明にかかるフラットプレート構築方法にあっては、柱周囲のパンチング破壊を有効に防止できるフラットプレートを、その底面から梁部分を突出させることなく、またその厚さを増加させることなく円滑に構築できる。   In the flat plate construction method according to the present invention, a flat plate capable of effectively preventing punching breakage around a pillar can be constructed smoothly without projecting a beam portion from its bottom surface and without increasing its thickness. it can.
以下に、本発明にかかるフラットプレート構築方法の好適な一実施形態を、添付図面を参照して詳細に説明する。本実施形態にかかるフラットプレート構築方法は基本的には、図1から図13に示すように、柱1上部に仮設受台2を設置する第1工程と、フラットプレート用プレキャスト梁部材3を隣接する柱1の仮設受台2間に載置する第2工程と、フラットプレート用プレキャスト梁部材3の梁下端主筋4同士を接続する第3工程と、フラットプレート用プレキャスト梁部材3で囲まれた床部分Sに、ハーフプレキャスト床部材5を、フラットプレート用プレキャスト梁部材3下面に位置する仮設受部材6で支持して配設する第4工程と、フラットプレート用プレキャスト梁部材3の上方に、梁上端主筋7を配筋する第5工程と、これに続けて、フラットプレート用プレキャスト梁部材3からハーフプレキャスト床部材5上方へ突出させてスラブ連結筋8を設ける工程と、ハーフプレキャスト床部材5からフラットプレート用プレキャスト梁部材3にわたって、それらの上方にスラブ配筋9を行う第6工程と、仮設受台2、フラットプレート用プレキャスト梁部材3およびハーフプレキャスト床部材5の上方にコンクリートを打設する第7工程と、コンクリート硬化後に、仮設受台2および仮設受部材6を撤去する第8工程とを備える。   Hereinafter, a preferred embodiment of a flat plate construction method according to the present invention will be described in detail with reference to the accompanying drawings. As shown in FIGS. 1 to 13, the flat plate construction method according to the present embodiment basically includes a first step of installing a temporary cradle 2 on an upper portion of a pillar 1 and a precast beam member 3 for a flat plate adjacent to each other. The second step of placing the column 1 between the temporary cradle 2, the third step of connecting the beam lower principal bars 4 of the flat plate precast beam member 3, and the flat plate precast beam member 3. In the floor portion S, the half precast floor member 5 is supported and arranged by the temporary receiving member 6 located on the lower surface of the flat plate precast beam member 3, and above the flat plate precast beam member 3, The fifth step of laying the beam upper main bar 7 is followed by the slab connection by projecting from the flat plate precast beam member 3 upward to the half precast floor member 5. 8, a sixth step in which the slab reinforcement 9 is arranged above the half precast floor member 5 to the flat plate precast beam member 3, and the temporary support 2, the flat plate precast beam member 3 and the half A seventh step of placing concrete above the precast floor member 5 and an eighth step of removing the temporary receiving base 2 and the temporary receiving member 6 after the concrete is hardened.
本実施形態における、フラットプレート構造の建築物は、鉄筋コンクリート構造であり、X方向Y方向に複数の柱1が所定間隔で配置されている。柱1間にフラットプレート用プレキャスト梁部材3(以下「プレキャスト梁部材3」という)が配置され、プレキャスト梁部材3で囲まれた床部分Sに、ハーフプレキャスト床部材5が配置され、プレキャスト梁部材3、ハーフプレキャスト床部材5等の上方には所定の配筋とコンクリートが打設されてフラットプレート10が構築されている。   The building of the flat plate structure in this embodiment is a reinforced concrete structure, and a plurality of columns 1 are arranged at predetermined intervals in the X direction and the Y direction. A precast beam member 3 for flat plate (hereinafter referred to as “precast beam member 3”) is disposed between the columns 1, and a half precast floor member 5 is disposed on the floor portion S surrounded by the precast beam member 3. 3. Predetermined reinforcement and concrete are placed above the half precast floor member 5 and the like to construct a flat plate 10.
本実施形態におけるプレキャスト梁部材3は、柱1間にフラットプレート10の一部として配置される部材である。柱1間は、フラットプレート構造における柱列帯であり、構造体として梁の機能を有するフラットプレート10の一部分(以下「梁部B」という)である。プレキャスト梁部材3は、梁部Bの下部を構成するハーフプレキャスト部材であり、その上方にコンクリートが打設され梁部Bが構築される。プレキャスト梁部材3は、板状部11と、梁下端主筋4と、第1せん断補強筋12と、第2せん断補強筋13と、スラブ連結筋8とから構成されている。   The precast beam member 3 in the present embodiment is a member arranged as a part of the flat plate 10 between the pillars 1. A space between the columns 1 is a column row band in a flat plate structure, and is a part of the flat plate 10 having a beam function as a structure (hereinafter referred to as “beam portion B”). The precast beam member 3 is a half precast member that constitutes the lower portion of the beam portion B, and concrete is cast thereon to construct the beam portion B. The precast beam member 3 includes a plate-like portion 11, a beam lower end main reinforcement 4, a first shear reinforcement bar 12, a second shear reinforcement bar 13, and a slab connection bar 8.
板状部11はプレキャスト成型されたコンクリート製部材である。板状部11には、梁下端主筋4、第1せん断補強筋12、第2せん断補強筋13およびスラブ連結筋8の、一部分が埋設されている。板状部11は、長方形の板状部材である。板状部11の長さ(長辺)は、柱1間の内法(以下「柱スパン」という)寸法より、フラットプレート10の厚さ寸法の3〜4倍程度短く設定されている。板状部11の幅(短辺)は、柱1の幅より、フラットプレート10の厚さ寸法程度幅広に設定されている。板状部11の厚さは、梁部Bの梁下端主筋4を埋設でき、かつ、板状部11の上部に打設されるコンクリート内に、板状部11の上方に配置される梁上端主筋7を埋設して、梁部Bを構築できる寸法に設定されている。なお、本実施形態おける板状部11の側面には、ハーフプレキャスト床部材5を係止するための突起部等は設けられていない。   The plate-like portion 11 is a concrete member that has been precast. In the plate-like portion 11, a part of the beam lower end main reinforcing bar 4, the first shear reinforcing bar 12, the second shear reinforcing bar 13, and the slab connecting bar 8 is embedded. The plate-like part 11 is a rectangular plate-like member. The length (long side) of the plate-like portion 11 is set to be about 3 to 4 times the thickness dimension of the flat plate 10 than the internal dimension between the columns 1 (hereinafter referred to as “column span”). The width (short side) of the plate-like portion 11 is set wider than the width of the column 1 by about the thickness dimension of the flat plate 10. The thickness of the plate-like portion 11 is such that the beam lower end main reinforcement 4 of the beam portion B can be embedded, and the upper end of the beam arranged above the plate-like portion 11 in the concrete placed on the upper portion of the plate-like portion 11. The dimensions are set such that the main bar 7 is embedded and the beam part B can be constructed. In addition, the protrusion part etc. for latching the half precast floor member 5 are not provided in the side surface of the plate-shaped part 11 in this embodiment.
板状部11には、その長さ方向に沿って梁下端主筋4が埋設されている。梁下端主筋4は板状部11の幅方向に適宜間隔をもって複数本埋設されている。梁下端主筋4の鉄筋径や設置本数は、梁部Bに要求される耐力等により決定される。本実施形態における梁下端主筋4の配筋間隔は、スラブ配筋9の配筋間隔より密に設定されている。梁下端主筋4は連続した一本の鉄筋であり、その端部は、板状部11の長さ方向両端面それぞれから突出している。なお、梁下端主筋4は複数の鉄筋を接続して所定の長さとしても良い。板状部11の長さ方向の端面における梁下端主筋4の突出寸法は長短2種類ある。突出寸法の長いものと短いものが、板状部11の両端面の幅方向に交互に現れるように、梁下端主筋4が配置されている。突出寸法が短い場合、梁下端主筋4の一端部は、板状部11の端面が面する柱1側面の手前で止まっている。突出寸法が長い場合、梁下端主筋4の他端部は、柱1を貫通して柱1の反対側の側面付近で止まっている。各梁下端主筋4は、板状部11の一端面において突出寸法が長く、他端面において突出寸法が短くなるよう板状部11に埋設されている。   A beam lower end main reinforcement 4 is embedded in the plate-like portion 11 along the length direction thereof. A plurality of beam lower main bars 4 are embedded in the width direction of the plate-like portion 11 at appropriate intervals. The diameter and the number of the reinforcing bars of the beam lower end main reinforcement 4 are determined by the proof stress required for the beam part B and the like. In the present embodiment, the bar arrangement interval of the beam bottom main reinforcement 4 is set to be closer than the arrangement interval of the slab reinforcement 9. The beam lower end main reinforcing bar 4 is a single continuous reinforcing bar, and its end protrudes from both end faces in the length direction of the plate-like part 11. Note that the beam lower main bar 4 may have a predetermined length by connecting a plurality of reinforcing bars. There are two types of projecting dimensions of the beam lower end main reinforcement 4 at the end face in the length direction of the plate-like portion 11. The beam lower end main reinforcing bars 4 are arranged such that long and short protrusions appear alternately in the width direction of both end faces of the plate-like portion 11. When the protruding dimension is short, one end portion of the beam lower end main reinforcement 4 stops before the side surface of the column 1 where the end surface of the plate-like portion 11 faces. When the protruding dimension is long, the other end of the beam lower end main reinforcement 4 penetrates the column 1 and stops near the side surface on the opposite side of the column 1. Each beam lower end main reinforcement 4 is embedded in the plate-like part 11 so that the protruding dimension is long on one end face of the plate-like part 11 and the protruding dimension is short on the other end face.
板状部11には、第1せん断補強筋12が埋設されている。第1せん断補強筋12は、水平力により柱周囲のフラットプレート10に生じたせん断力やねじれを梁部Bでも負担できるよう、梁部Bを補強する機能を有している。本実施形態における、第1せん断補強筋12は棒状の鉄筋で構成されている。第1せん断補強筋12は、その上端部を135°に曲げてフック状の係止部12aを形成し、その下端部を、係止部12aと同一方向へ90°に曲げてのL字状フック12bを形成している。第1せん断補強筋12は、係止部12aを板状部11の上方に突出させ、そのL字状フック12bを梁下端主筋4に係止させて、板状部11にほぼ垂直に埋設されている。本実施形態の第1せん断補強筋12は、プレキャスト梁部材3を梁部Bの所定位置に設置した状態で、柱1の側面から柱スパン寸法の1/4の範囲に位置する板状部11の部分に埋設されている。本実施形態の第1せん断補強筋12は、板状部11の両端部付近に各端面とほぼ平行に2列ずつ配置されている。第1せん断補強筋12は、板状部11の幅方向に配置された梁下端主筋4に対し1本おきに設けられている。   A first shear reinforcing bar 12 is embedded in the plate-like portion 11. The first shear reinforcement 12 has a function of reinforcing the beam portion B so that the beam portion B can bear the shearing force and twist generated in the flat plate 10 around the column due to the horizontal force. In the present embodiment, the first shear reinforcing bar 12 is composed of a rod-shaped reinforcing bar. The first shear reinforcement 12 has an L-shape formed by bending its upper end portion to 135 ° to form a hook-shaped locking portion 12a and bending its lower end portion to 90 ° in the same direction as the locking portion 12a. A hook 12b is formed. The first shear reinforcement 12 is embedded substantially vertically in the plate-like portion 11 by causing the locking portion 12a to protrude above the plate-like portion 11 and its L-shaped hook 12b to be locked to the beam lower end main reinforcement 4. ing. The first shear reinforcing bar 12 of the present embodiment is a plate-like portion 11 located in a range of 1/4 of the column span dimension from the side surface of the column 1 in a state where the precast beam member 3 is installed at a predetermined position of the beam portion B. It is buried in the part. The first shear reinforcing bars 12 of this embodiment are arranged in two rows in the vicinity of both end portions of the plate-like portion 11 so as to be substantially parallel to each end face. The first shear reinforcing bars 12 are provided every other line with respect to the beam lower end main bars 4 arranged in the width direction of the plate-like portion 11.
板状部11には、梁下端主筋4と梁上端主筋7を包囲する第2せん断補強筋13が、その上部を突出させて埋設されている。第2せん断補強筋13は、第1せん断補強筋12と同様に、水平力により柱1周囲のフラットプレート10に生じたせん断力等を梁部Bでも負担できるよう梁部Bを補強する機能を有している。第2せん断補強筋13は、板状部11の長さ方向の両端部に設けられている。板状部11の各端部には、まず端面側に第2せん断補強筋13が埋設され、それに隣接して第1せん断補強筋12が順次埋設されている。本実施形態において、第2せん断補強筋13は、梁下端主筋4および板状部11上方に配筋される梁上端主筋7を包囲すべく環状の横長ロ字型に形成された鉄筋部材である。第2せん断補強筋13は、梁上下端主筋7、4を大きく包囲する外側の第2せん断補強筋13aと、板状部11の幅方向中央側に位置する梁上下端主筋7、4を包囲する内側の第2せん断補強筋13bとにより構成されている。第2せん断補強筋13は、梁下端主筋4を包囲した状態で、その下部が板状部11に埋設されている。第2せん断補強筋13は、梁上下端主筋7、4を包囲する形態であるため、柱1付近の梁部Bを効果的に補強でき、柱周囲のパンチング破壊防止に有効に機能する。   The plate-like portion 11 is embedded with a second shear reinforcement bar 13 that surrounds the beam lower bar main bar 4 and the beam upper bar bar 7 with its upper part protruding. Similar to the first shear reinforcement bar 12, the second shear reinforcement bar 13 has a function of reinforcing the beam part B so that the beam part B can bear the shearing force generated in the flat plate 10 around the column 1 by a horizontal force. Have. The second shear reinforcement bars 13 are provided at both ends in the length direction of the plate-like part 11. First, a second shear reinforcement bar 13 is first embedded at each end of the plate-like part 11 on the end face side, and a first shear reinforcement bar 12 is sequentially embedded adjacent thereto. In the present embodiment, the second shear reinforcement bar 13 is a reinforcing bar member that is formed in an annular horizontally-long rectangular shape so as to surround the beam lower bar main bar 4 and the beam upper bar bar 7 arranged above the plate-like portion 11. . The second shear reinforcement bar 13 surrounds the outer second shear reinforcement bar 13a that largely surrounds the beam upper and lower main bars 7 and 4 and the beam upper and lower bar bars 7 and 4 located on the center side in the width direction of the plate-like portion 11. The inner second shear reinforcement bar 13b. The lower part of the second shear reinforcement bar 13 is embedded in the plate-like part 11 in a state of surrounding the lower beam main bar 4. Since the second shear reinforcing bar 13 surrounds the upper and lower main bars 7 and 4 of the beam, it can effectively reinforce the beam part B near the column 1 and effectively functions to prevent punching damage around the column.
板状部11には、その両側部から突出されるスラブ連結筋8が着脱自在に設けられている。スラブ連結筋8は、ハーフプレキャスト床部材5の上部に打設されるコンクリート内に埋没されることにより、梁部Bに位置するプレキャスト梁部材3と床部分Sとの接続を補強し、梁部Bと床部分Sとの一体性を補強する機能を有している。本実施形態におけるスラブ連結筋8はネジ付き鉄筋により構成されている。ネジ付き鉄筋に螺合するナット部材は、板状部11の側部に予め埋め込まれている。スラブ連結筋8は、前記ナット部材にねじ込んで、板状部11の側部に突出させて設けられる。これにより、スラブ連結筋8を現場施工の段階でプレキャスト梁部材3に取り付けることができる。   The plate-like portion 11 is detachably provided with slab connecting bars 8 protruding from both side portions thereof. The slab connecting bar 8 is embedded in the concrete cast on the upper part of the half precast floor member 5 to reinforce the connection between the precast beam member 3 located in the beam part B and the floor part S, and It has a function to reinforce the unity between B and the floor portion S. In the present embodiment, the slab connecting bar 8 is constituted by a threaded reinforcing bar. A nut member screwed into the threaded reinforcing bar is embedded in advance in the side portion of the plate-like portion 11. The slab connecting bar 8 is provided by being screwed into the nut member and protruding from the side portion of the plate-like portion 11. Thereby, the slab connecting bar 8 can be attached to the precast beam member 3 at the stage of on-site construction.
本実施形態における、仮設受台2は、プレキャスト梁部材3を柱1間に設置するための仮設支持材の機能、および柱1周囲のフラットプレート10の底型枠の機能を有している。仮設受台2は、柱1の梁部Bが連結される各側面に1ずつ取り付けられ、各々が梁部Bすなわち柱1間に、配置されるプレキャスト梁部材3を支持し、柱1とプレキャスト梁部材3の端面との間のフラットプレート10の底型枠となる。仮設受台2は、柱1側面に固定される縦材2aと、プレキャスト梁部材3を受ける水平材2bと、これらを連結して補強する斜め材2c、およびプレキャスト梁部材3を載せる水平プレート2dから構成されている。水平プレート2dは水平材2bの上部に設けられている。縦材2a、水平材2b、斜め材2c、水平プレート2dは溶接等で接続されている。柱1側面に縦材2aを固定して、仮設受台2を取り付ける。これにより水平プレート2dにより、底型枠兼用の水平受面が柱1上部の周囲に庇状に形成される。   The temporary cradle 2 in this embodiment has a function of a temporary support member for installing the precast beam member 3 between the columns 1 and a function of a bottom mold of the flat plate 10 around the columns 1. The temporary cradle 2 is attached to each side surface to which the beam portion B of the column 1 is connected, and each supports the precast beam member 3 arranged between the beam portions B, that is, the columns 1. It becomes the bottom mold of the flat plate 10 between the end faces of the beam member 3. The temporary support 2 includes a vertical member 2a fixed to the side surface of the column 1, a horizontal member 2b that receives the precast beam member 3, an oblique member 2c that connects and reinforces them, and a horizontal plate 2d on which the precast beam member 3 is placed. It is composed of The horizontal plate 2d is provided on the top of the horizontal member 2b. The vertical member 2a, the horizontal member 2b, the diagonal member 2c, and the horizontal plate 2d are connected by welding or the like. The vertical member 2a is fixed to the side surface of the column 1 and the temporary cradle 2 is attached. As a result, a horizontal receiving surface that also serves as a bottom mold is formed in a bowl shape around the top of the column 1 by the horizontal plate 2d.
本実施形態における、仮設受部材6は、プレキャスト梁部材3の下面に位置し、その側面から突出させた仮設の支持材である。仮設受部材6は、ハーフプレキャスト床部材5を支持する機能を有している。仮設受部材6は、プレキャスト梁部材3の板状部11の幅より長い角形鋼管で構成されている。仮設受部材6は板状部11の短辺(幅方向)とほぼ平行に、その両端部を板状部11の各側面位置より突出させて、板状部材11の底面に取り付けられている。突出長さは、ハーフプレキャスト床部材5を支持できる寸法であればよい。仮設受部材6は板状部11の長さ方向へ所定間隔で取り付けられている。仮設受部材6は、その上面を板状部11の底面に当接させて、プレキャスト梁部材3の底面にボルトで固定されている。ボルトの受けナットは予めプレキャスト梁部材3の底面に埋め込まれている。   The temporary receiving member 6 in the present embodiment is a temporary support member that is located on the lower surface of the precast beam member 3 and protrudes from the side surface. The temporary receiving member 6 has a function of supporting the half precast floor member 5. The temporary receiving member 6 is formed of a square steel pipe that is longer than the width of the plate-like portion 11 of the precast beam member 3. The temporary receiving member 6 is attached to the bottom surface of the plate-like member 11 with its both ends protruding from the respective side surface positions of the plate-like portion 11 so as to be substantially parallel to the short side (width direction) of the plate-like portion 11. The protrusion length should just be a dimension which can support the half precast floor member 5. FIG. The temporary receiving members 6 are attached at predetermined intervals in the length direction of the plate-like portion 11. The temporary receiving member 6 is fixed to the bottom surface of the precast beam member 3 with bolts with the upper surface thereof in contact with the bottom surface of the plate-like portion 11. A bolt receiving nut is embedded in the bottom surface of the precast beam member 3 in advance.
以下、フラットプレート10の構築方法について説明する。フラットプレート10の施工の準備段階として上記プレキャスト梁部材3を成型する。板状部11の成型型枠の底面上に、仮設受部材6を取り付けるためのナット部材を配置する。次に板状部11の成型型枠の内部に各配筋を行う。第1に第2せん断補強筋13を、成型型枠の両端面付近に、端面とほぼ平行に配筋する。第2に、梁下端主筋4を、第2せん断補強筋13に挿通させながら、成型型枠の長さ方向に配筋する。梁下端主筋4の端部は成型型枠の端面より突出させる。突出長さの長短が交互に繰り返すように配筋する。第3に、第1せん断補強筋12を、そのL字状フック12bを梁下端主筋4へ係止させながら成型型枠の両端部付近に起立させて配筋する。その後、スラブ連結筋8取付用のナット部材を成型型枠の側面に取り付け、成型型枠内にコンクリートを打設する。コンクリートは、第1せん断補強筋12の係止部12aおよび第2せん断補強筋13の上部が突出するように打設する。コンクリート硬化後に脱型してプレキャスト梁部材3を成型する。本成型作業は工場または建設現場の成型サイトのいずれで行っても良い。なお、この段階では、まだプレキャスト梁部材3側面にスラブ連結筋8は取り付けない。   Hereinafter, the construction method of the flat plate 10 will be described. The precast beam member 3 is molded as a preparation stage for the construction of the flat plate 10. A nut member for attaching the temporary receiving member 6 is disposed on the bottom surface of the molding form of the plate-like portion 11. Next, each bar arrangement is performed inside the molding form of the plate-like portion 11. First, the second shear reinforcement bars 13 are arranged in the vicinity of both end faces of the molding form, substantially parallel to the end faces. Secondly, the beam lower end main reinforcement 4 is arranged in the length direction of the molding form while being inserted into the second shear reinforcement 13. The end of the beam lower main bar 4 protrudes from the end surface of the molding frame. The bars are arranged so that the length of the protruding length is repeated alternately. Third, the first shear reinforcing bar 12 is laid up by raising the L-shaped hook 12b to the beam lower end main bar 4 while standing near both ends of the mold. Thereafter, a nut member for attaching the slab connecting bar 8 is attached to the side surface of the molding mold, and concrete is placed in the molding mold. The concrete is placed so that the locking portion 12a of the first shear reinforcement 12 and the upper part of the second shear reinforcement 13 protrude. After the concrete is hardened, the precast beam member 3 is molded by removing the mold. This molding operation may be performed at either a factory or a construction site. At this stage, the slab connecting bars 8 are not yet attached to the side surfaces of the precast beam member 3.
現場における第1工程として、鉄筋コンクリート製の柱1の上部に仮設受台2を設置する。仮設受台2を柱1の梁部Bが接続される各側面に取り付ける。仮設受台2を、水平プレート2dの上面がフラットプレート10の底面位置と一致するように、水平に取り付ける。仮設受台2は縦材2aを柱1側面にボルトで固定して柱1の側面に着脱自在に取り付ける。ボルトの受けナットは予め柱1に埋め込んでおく。柱1の各側面に取り付けられた仮設受台2の各水平プレート2dにより、底型枠兼用の水平受面が柱1上部に形成される。水平プレート2dが面状であるため、プレキャスト梁部材3の配置、位置調整が容易であり、施工精度、施工効率が向上する。仮設受台2は下階のフラットプレート10から支持しても良い。   As a first step at the site, a temporary cradle 2 is installed on top of a reinforced concrete column 1. The temporary cradle 2 is attached to each side surface to which the beam portion B of the pillar 1 is connected. The temporary cradle 2 is mounted horizontally such that the upper surface of the horizontal plate 2d coincides with the bottom surface position of the flat plate 10. The temporary support 2 is fixed to the side surface of the column 1 in a detachable manner by fixing the vertical member 2a to the side surface of the column 1 with bolts. The bolt receiving nut is embedded in the pillar 1 in advance. A horizontal receiving surface that also serves as a bottom mold is formed on the upper portion of the column 1 by each horizontal plate 2d of the temporary support 2 attached to each side surface of the column 1. Since the horizontal plate 2d is planar, the arrangement and position adjustment of the precast beam member 3 are easy, and the construction accuracy and construction efficiency are improved. The temporary cradle 2 may be supported from the flat plate 10 on the lower floor.
次に第2工程として、隣接する柱1の仮設受台2間に、前述のプレキャスト梁部材3を載置する。プレキャスト梁部材3の板状部11の両端部を仮設受台2に載せて、柱1間に架設する。プレキャスト梁部材3は下階のフラットプレート10から支持しても良い。プレキャスト梁部材3を、板状部11の両端面が面する柱1の側面から、各々フラットプレート10の厚さ寸法の1.5〜2倍程度離して架設する。この際、プレキャスト梁部材3の端面から長く突出する梁下端主筋4を、柱1の柱主筋の間又は外側を通して柱1の反対側へ貫通させておく。水平プレート2dの上面位置がフラットプレート10の底面位置と同一であるため、プレキャスト梁部材3は仮設受台2に載置するだけで所定の高さ位置に配置することができる。   Next, as a second step, the above-mentioned precast beam member 3 is placed between the temporary receiving bases 2 of the adjacent pillars 1. Both end portions of the plate-like portion 11 of the precast beam member 3 are placed on the temporary support 2 and installed between the columns 1. The precast beam member 3 may be supported from the flat plate 10 on the lower floor. The precast beam member 3 is installed at a distance of about 1.5 to 2 times the thickness dimension of the flat plate 10 from the side surface of the column 1 facing both end surfaces of the plate-like portion 11. At this time, the beam lower main bar 4 that protrudes long from the end face of the precast beam member 3 is passed between the column main bars of the column 1 or through the outside to the opposite side of the column 1. Since the upper surface position of the horizontal plate 2 d is the same as the bottom surface position of the flat plate 10, the precast beam member 3 can be disposed at a predetermined height position simply by being placed on the temporary support 2.
本実施形態においては、仮設受台2間にプレキャスト梁部材3を載置する前に、プレキャスト梁部材3の底面に仮設受部材6を取り付けておく。この段階で取り付けておくことにより、プレキャスト梁部材3が仮設受台2に載置された段階で、改めて取り付け作業を行う手間が省け効率的な施工が出来る。さらに、仮設受部材6の取り付けの際に、プレキャスト梁部材3の側部の底型枠も合わせて取り付けておく。該底型枠はプレキャスト梁部材3とハーフプレキャスト床部材5との隙間を塞ぐ隙間型枠30である。隙間が小さい場合は、隙間型枠30を設ける必要はない。隙間型枠30は薄い板状の部材であり、本実施形態においてはメタルラス部材である。隙間型枠30は、板状部11の各側面に、その長さ方向に設けられる。隙間型枠30は、その一方の側辺を板状部11の側から突出させて仮設受部材6の上面に載せ、他方の側辺を仮設受部材6とプレキャスト梁部材3の間に挟み込んで固定される。これにより、隙間型枠30を特別な固定金物を使用することなく取り付けることができ、さらに、プレキャスト梁部材3の載置後に改めて取り付け作業を行う手間が省ける。   In the present embodiment, the temporary receiving member 6 is attached to the bottom surface of the precast beam member 3 before placing the precast beam member 3 between the temporary receiving bases 2. By attaching at this stage, it is possible to save the trouble of performing the attaching work again at the stage where the precast beam member 3 is placed on the temporary support 2 and to perform efficient construction. Further, when the temporary receiving member 6 is attached, the bottom mold on the side of the precast beam member 3 is also attached. The bottom mold is a gap mold 30 that closes the gap between the precast beam member 3 and the half precast floor member 5. When the gap is small, it is not necessary to provide the gap mold 30. The gap mold 30 is a thin plate-like member, and is a metal lath member in this embodiment. The gap mold 30 is provided on each side surface of the plate-like portion 11 in the length direction. The gap mold 30 is placed on the upper surface of the temporary receiving member 6 with one side protruding from the plate-like portion 11 side, and the other side is sandwiched between the temporary receiving member 6 and the precast beam member 3. Fixed. Thus, the gap mold 30 can be attached without using a special fixed hardware, and further, it is possible to save the trouble of performing the attaching work again after the precast beam member 3 is placed.
次いで、第3工程として柱1を挟んで配設された梁下端主筋4同士を接続する。具体的には、一方のプレキャスト梁部材3から柱1を貫通して延出されている梁下端主筋4と、他方のプレキャスト梁部材3の柱1側面付近で止まっている梁下端主筋4とを、仮設受台2上で機械式継手31により接続する。接続方法はスリーブジョイント、溶接接手、重ね接手等でも良い。梁下端主筋4の突出寸法が長短交互であるため、機械式継手31の位置が隣接せず接続作業が容易に行える。また、柱1を貫通する梁下端主筋4が一本おきであるため、複雑な柱主筋の間を通しやすくプレキャスト梁部材3の設置効率も向上する。   Next, the lower beam main reinforcing bars 4 arranged across the pillar 1 are connected as a third step. Specifically, a beam lower bar main bar 4 extending through one column 1 from one precast beam member 3 and a beam lower bar bar 4 stopping near the side of the column 1 of the other precast beam member 3 are provided. The mechanical joint 31 is connected on the temporary cradle 2. The connection method may be a sleeve joint, welding joint, lap joint or the like. Since the projecting dimensions of the beam bottom main bars 4 are long and short, the positions of the mechanical joints 31 are not adjacent to each other, and the connection work can be easily performed. Moreover, since every other beam lower bar main bar 4 which penetrates the pillar 1 is installed, it is easy to pass between complicated column main bars, and the installation efficiency of the precast beam member 3 is also improved.
次に、第4工程としてプレキャスト梁部材3で囲まれた床部分Sに、ハーフプレキャスト床部材5を、その底面がプレキャスト梁部材3の底面と面一となるように、仮設受部材6で支持して配設する。本実施形態におけるハーフプレキャスト床部材5は、鉄筋等で補強されたコンクリート版で構成されている。該コンクリート版の厚さは、板状部11の厚さより薄く設定されている。ハーフプレキャスト床部材5の端部を、プレキャスト梁部材3の側面から突出している仮設受部材6に載置して、平行するプレキャスト梁部材3間に架設し、床部分Sに配設する。必要に応じてハーフプレキャスト床部材5を下階のフラットプレート10から支持してもよい。ハーフプレキャスト床部材5の端部を、仮設受部材6上部の隙間型枠30に載置し、プレキャスト梁部材3の側面に対向させる。隙間型枠30はプレキャスト梁部材3と仮設受部材6に挟まれているため、ハーフプレキャスト床部材5の底面はプレキャスト床部材3の底面と面一になる。プレキャスト梁部材3は、その板状部11が仮設受台2で支持され、板状部11に埋設された梁下端主筋4が柱1を貫通して相互に接続され位置が安定している。このため、プレキャスト梁部材3に取り付けられた仮設受部材6により、ハーフプレキャスト床部材5を所定位置に容易に配設することができる。また、本実施形態においては、ハーフプレキャスト床部材5の配設段階ではプレキャスト梁部材3にスラブ連結筋8を取り付けていないため、ハーフプレキャスト床部材5を容易に架設することができる。   Next, as a fourth step, the half precast floor member 5 is supported on the floor portion S surrounded by the precast beam member 3 by the temporary receiving member 6 so that the bottom surface thereof is flush with the bottom surface of the precast beam member 3. Arranged. The half precast floor member 5 in this embodiment is composed of a concrete plate reinforced with reinforcing bars or the like. The thickness of the concrete plate is set to be thinner than the thickness of the plate-like portion 11. The end portion of the half precast floor member 5 is placed on the temporary receiving member 6 protruding from the side surface of the precast beam member 3, is laid between the parallel precast beam members 3, and is disposed on the floor portion S. You may support the half precast floor member 5 from the flat plate 10 of a lower floor as needed. The end portion of the half precast floor member 5 is placed on the gap mold 30 on the temporary receiving member 6 and is opposed to the side surface of the precast beam member 3. Since the gap mold 30 is sandwiched between the precast beam member 3 and the temporary receiving member 6, the bottom surface of the half precast floor member 5 is flush with the bottom surface of the precast floor member 3. In the precast beam member 3, the plate-like portion 11 is supported by the temporary cradle 2, and the beam lower end main reinforcing bars 4 embedded in the plate-like portion 11 pass through the columns 1 and are connected to each other to stabilize the position. For this reason, the half precast floor member 5 can be easily disposed at a predetermined position by the temporary receiving member 6 attached to the precast beam member 3. Moreover, in this embodiment, since the slab connecting bar 8 is not attached to the precast beam member 3 at the stage of arranging the half precast floor member 5, the half precast floor member 5 can be easily installed.
ハーフプレキャスト床部材5の配設完了後に、プレキャスト梁部材3にスラブ連結筋8を取り付ける。具体的には、プレキャスト梁部材3の側面に埋設されているナット部材にネジ付き鉄筋を螺合させてハーフプレキャスト床部材5上方へ突出させる。梁部Bと床部分Sとの一体性がコンクリートやスラブ配筋9により確保される場合は、スラブ連結筋8を省略しても良い。   After the arrangement of the half precast floor member 5 is completed, the slab connecting bar 8 is attached to the precast beam member 3. Specifically, a threaded reinforcing bar is screwed into a nut member embedded in the side surface of the precast beam member 3 so as to protrude upward from the half precast floor member 5. When the integrity of the beam part B and the floor part S is ensured by concrete or slab reinforcement 9, the slab connection reinforcement 8 may be omitted.
その後、第5工程として、プレキャスト梁部材3の上方に梁上端主筋7を配筋する。本実施形態における梁上端主筋7は、梁下端主筋4と同じ本数であり、その位置もほぼ同じである。各梁上端主筋7は、その一端部を柱1に貫通させ、他端部を柱1の手前に位置させて配筋する。梁上端主筋7は、その両側にある柱1を交互に貫通しながら、プレキャスト梁部材3の幅方向へ配筋していく。梁上端主筋7は、第2せん断補強筋13に挿通し、第1せん断補強筋12の係止部12aに係止しながら配筋する。配筋に続き、柱1を挟んで位置するプレキャスト梁部材3上方の梁上端主筋7同士を、仮設受台2の上方で機械式継手31により接続する。接続方法はスリーブジョイント、溶接接手、重ね接手等でも良い。   Thereafter, as the fifth step, the beam upper main bar 7 is arranged above the precast beam member 3. In the present embodiment, the number of beam upper main bars 7 is the same as the number of beam lower bar main bars 4, and the positions thereof are also substantially the same. Each beam upper end main reinforcement 7 is arranged with one end thereof penetrating the column 1 and the other end positioned in front of the column 1. The beam upper main reinforcement 7 is arranged in the width direction of the precast beam member 3 while alternately penetrating the columns 1 on both sides thereof. The beam upper main reinforcing bar 7 is inserted through the second shear reinforcing bar 13 and arranged while being locked to the locking portion 12a of the first shear reinforcing bar 12. Following the bar arrangement, the beam upper main bars 7 above the precast beam member 3 located across the column 1 are connected by a mechanical joint 31 above the temporary support 2. The connection method may be a sleeve joint, welding joint, lap joint or the like.
次に、仮設受台2上方に位置する梁上端主筋7と梁下端主筋4にパンチング破壊に対する補強を行う。具体的には、せん断補強筋32を梁上端主筋7と梁下端主筋4に係止させてパンチング破壊の防止に有効な密度で取り付ける。本実施形態における「柱1周囲」は、柱1の側面とプレキャスト梁部材3の端面で囲まれ、仮設受台2が底型枠となっている範囲をいう。   Next, the beam upper bar 7 and the beam lower bar 4 located above the temporary cradle 2 are reinforced against punching failure. Specifically, the shear reinforcement bars 32 are engaged with the beam upper main bar 7 and the beam lower bar main bar 4 and attached at a density effective for preventing punching failure. “Around the pillar 1” in the present embodiment refers to a range in which the side surface of the pillar 1 and the end face of the precast beam member 3 are surrounded, and the temporary support 2 is a bottom mold.
その後、第6工程として、柱1周囲の仮設受台2およびハーフプレキャスト床部材5からプレキャスト梁部材3にわたって、それらの上方にスラブ配筋9を行う。スラブ配筋9は、ハーフプレキャスト床部材5の上方ではX方向Y方向に配筋し、プレキャスト梁部材3および仮設受台2の上方では、プレキャスト梁部材3を横断する方向で、プレキャスト梁部材3を挟んで隣接するハーフプレキャスト床部材5間にわたって配筋する。本実施形態において、プレキャスト梁部材3上方のスラブ配筋9は、梁上端主筋7の下方を通過させて配筋している。なお、プレキャスト梁部材3上方のスラブ配筋9は、梁上端主筋7の上方を通過させても良い。スラブ配筋9とコンクリートにより、プレキャスト梁部材3とハーフプレキャスト床部材5が一体となったフラットプレート10が構築される。   Thereafter, as a sixth step, the slab reinforcement 9 is performed above the temporary cradle 2 and the half precast floor member 5 around the pillar 1 to the precast beam member 3. The slab reinforcement 9 is arranged in the X direction and Y direction above the half precast floor member 5, and the precast beam member 3 is arranged in a direction crossing the precast beam member 3 above the precast beam member 3 and the temporary support 2. The bar is arranged between the half precast floor members 5 adjacent to each other. In the present embodiment, the slab bar arrangement 9 above the precast beam member 3 is arranged by passing below the beam upper main bar 7. Note that the slab reinforcement 9 above the precast beam member 3 may pass above the beam upper main reinforcement 7. A flat plate 10 in which the precast beam member 3 and the half precast floor member 5 are integrated is constructed by the slab reinforcement 9 and the concrete.
その後、第7工程として、仮設受台2、プレキャスト梁部材3およびハーフプレキャスト床部材5の上方に一連にコンクリートを打設する。コンクリートの打設は、柱1上部および柱1周囲の領域と、プレキャスト梁部材3上部およびハーフプレキャスト床部材5上部の領域とに分けて打設しても良い。このコンクリート打設により、柱1頭部とその周囲および、プレキャスト梁部材3と、ハーフプレキャスト床部材5とが一体となったフラットプレート10が構築される。この際、スラブ連結筋8の働きによりハーフプレキャスト床部材5上方のコンクリートとプレキャスト梁部材3との結合が強化され、これらの構造的一体性がより確実に確保される。   After that, as a seventh step, concrete is placed in series above the temporary cradle 2, the precast beam member 3, and the half precast floor member 5. The concrete placement may be divided into a region above the column 1 and around the column 1 and a region above the precast beam member 3 and the half precast floor member 5. By this concrete placement, a flat plate 10 in which the head portion of the pillar 1 and its periphery, the precast beam member 3 and the half precast floor member 5 are integrated is constructed. At this time, the action of the slab connecting bar 8 strengthens the bond between the concrete above the half precast floor member 5 and the precast beam member 3, and the structural integrity thereof is more reliably ensured.
第8工程としてコンクリート硬化後に、仮設受台2および仮設受部材6を撤去する。仮設受台2は縦材2aのボルトを撤去して柱1およびフラットプレート10の底部から取り外す。仮設受部材6は、それとプレキャスト梁部材3と緊結していたボルトを撤去して解体する。この際、隙間型枠30は撤去してもそのまま残しても良い。   As the eighth step, after the concrete is hardened, the temporary receiving base 2 and the temporary receiving member 6 are removed. The temporary cradle 2 is removed from the bottoms of the pillars 1 and the flat plate 10 by removing the bolts of the vertical members 2a. The temporary receiving member 6 is dismantled by removing the bolts that are tightly coupled with the temporary receiving member 6. At this time, the gap mold 30 may be removed or left as it is.
本実施形態においては、仮設受台2に載置してプレキャスト梁部材3を柱1に架設するため、プレキャスト梁部材3を下階のフラットプレート10から支持する支保工を、省略又は軽減でき、施工効率が向上する。また、仮設受台2の水平プレート2dにより、柱1周囲の底型枠を兼用できる。   In the present embodiment, since the precast beam member 3 is mounted on the column 1 by being placed on the temporary cradle 2, the support work for supporting the precast beam member 3 from the flat plate 10 on the lower floor can be omitted or reduced. Construction efficiency is improved. Further, the horizontal plate 2d of the temporary cradle 2 can also be used as a bottom mold around the pillar 1.
本実施形態のプレキャスト梁部材3には、梁下端主筋4が長さ方向両端面それぞれから突出させて埋設されているため、現場において、梁下端主筋4の配筋をする必要がなく施工を簡略化できる。また、柱1を挟んだ位置のプレキャスト梁部材3の梁下端主筋4同士を接続することで、各プレキャスト梁部材3同士が連結されプレキャスト梁部材3の位置が確実に保持できる。さらに、各プレキャスト梁部材3同士、およびこれらと柱1との構造的一体性が確保でき、水平力により柱1の周囲に発生したせん断力等に対して、柱1に接続される梁部Bを有効に機能させることができる。   In the precast beam member 3 of the present embodiment, the beam lower end main reinforcement 4 protrudes from both end faces in the length direction and is embedded, so that it is not necessary to arrange the beam lower end reinforcement 4 at the site and the construction is simplified. Can be Further, by connecting the beam lower principal bars 4 of the precast beam members 3 at positions where the pillars 1 are sandwiched, the precast beam members 3 are connected to each other so that the position of the precast beam members 3 can be reliably maintained. Further, the structural integrity between the precast beam members 3 and the column 1 can be secured, and the beam portion B connected to the column 1 against the shearing force generated around the column 1 due to the horizontal force. Can function effectively.
さらに、本実施形態のプレキャスト梁部材3には、第1せん断補強筋12が、その係止部12aを上方へ突出させて埋設されているため、現場において、第1せん断補強筋12の正規位置が容易に確保され、これらを配筋する手間も省け、現場における施工品質、施工効率が向上する。さらに、第1せん断補強筋12の係止部12aがフック状であるため、梁上端主筋7を第1せん断補強筋12に容易に係止でき施工効率が向上する。また、梁部Bが第1せん断補強筋12により補強され、柱1周囲に発生するパンチング破壊の防止に梁部Bを有効に機能させることができる。   Furthermore, since the first shear reinforcing bar 12 is embedded in the precast beam member 3 of the present embodiment with its locking portion 12a protruding upward, the normal position of the first shear reinforcing bar 12 is on-site. Can be easily secured, and the labor for arranging them can be saved, and the construction quality and construction efficiency on site can be improved. Furthermore, since the latching | locking part 12a of the 1st shear reinforcement 12 is hook shape, the beam upper end main reinforcement 7 can be easily latched to the 1st shear reinforcement 12 and construction efficiency improves. Further, the beam portion B is reinforced by the first shear reinforcement bars 12, and the beam portion B can be effectively functioned to prevent punching breakage generated around the column 1.
本実施形態のプレキャスト梁部材3には、梁上端主筋7と梁下端主筋4を包囲する第2せん断補強筋13が、その上部を突出させて埋設されているため、現場において、第2せん断補強筋13の正規位置が確保され、これらを配筋する手間も省け、施工現場における施工品質、施工効率が向上する。また、環状の第2せん断補強筋13により梁部Bが補強され、柱1周囲に発生するパンチング破壊の防止に梁部Bを有効に機能させることができる。   In the precast beam member 3 of the present embodiment, the second shear reinforcement bar 13 surrounding the beam upper main bar 7 and the beam lower bar main bar 4 is embedded with its upper part protruding, and therefore, the second shear reinforcement bar in the field. The regular position of the streaks 13 is ensured, and the labor for arranging them is saved, so that the construction quality and construction efficiency at the construction site are improved. Further, the beam portion B is reinforced by the annular second shear reinforcement bar 13, and the beam portion B can be effectively functioned to prevent punching breakage generated around the column 1.
また、本実施形態のプレキャスト梁部材3に第1せん断補強筋12と第2せん断補強筋13の2種類が予め埋設されていることにより、現場において両者の設置位置や設置数、設置密度等を調整しながら施工を行う労力がなくなり、要求されるせん断耐力等に対し過不足なく適切な耐力を有する梁部Bを容易に構築できる。   Moreover, since the two types of the first shear reinforcement bar 12 and the second shear reinforcement bar 13 are embedded in advance in the precast beam member 3 of the present embodiment, the installation position, the number of installations, the installation density, etc. of the both can be determined on site. The labor for carrying out the construction while adjusting is eliminated, and the beam portion B having an appropriate strength can be easily constructed without excess or deficiency with respect to the required shear strength.
プレキャスト梁部材3で囲まれた床部分Sに、ハーフプレキャスト床部材5を、その底面がプレキャスト梁部材3の底面と面一となるように、プレキャスト梁部材3の下面に位置し、その側面から突出させた仮設受部材6で支持しているため、フラットプレート10の底面から梁部Bを突出させることなくフラットプレート10を構築できる。さらに、板状部11の側面にハーフプレキャスト床部材5を係止するための突起部等を設けなくて済むため、プレキャスト梁部材3自体を、突起部の強度確保のために厚くする必要がなくなる。これにより、薄いフラットプレート10が構築できる。また、ハーフプレキャスト床部材5を下階のフラットプレート10から支持する支保工を、省略又は軽減でき施工効率が向上する。   The half precast floor member 5 is positioned on the lower surface of the precast beam member 3 on the floor portion S surrounded by the precast beam member 3 so that the bottom surface thereof is flush with the bottom surface of the precast beam member 3. Since it is supported by the projecting temporary receiving member 6, the flat plate 10 can be constructed without projecting the beam portion B from the bottom surface of the flat plate 10. Furthermore, since it is not necessary to provide a projection or the like for locking the half precast floor member 5 on the side surface of the plate-like portion 11, it is not necessary to make the precast beam member 3 itself thick to ensure the strength of the projection. . Thereby, the thin flat plate 10 can be constructed. Moreover, the support work which supports the half precast floor member 5 from the flat plate 10 of a lower floor can be abbreviate | omitted or reduced, and construction efficiency improves.
プレキャスト梁部材3の第1せん断補強筋12と第2せん断補強筋13の形状、埋設位置、配置間隔等は、本実施形態に限定されない。柱1周囲に生じるパンチング破壊の防止に、梁部Bが有効に機能できるように配置等を行えばよい。例えば、第1せん断補強筋12は、その上端部を90°に曲げてフック状の係止部12aを形成し、その下端部を係止部12aと同一方向へ135°に曲げてのL字状フック12bを形成しても良い。   The shape of the first shear reinforcing bar 12 and the second shear reinforcing bar 13 of the precast beam member 3, the embedding position, the arrangement interval, etc. are not limited to this embodiment. Arrangement or the like may be performed so that the beam portion B can function effectively in order to prevent punching breakage generated around the column 1. For example, the first shear reinforcement 12 has an L-shape obtained by bending the upper end portion thereof to 90 ° to form a hook-shaped engaging portion 12a and bending the lower end portion thereof to 135 ° in the same direction as the engaging portion 12a. A hook 12b may be formed.
仮設受台2の形態は、プレキャスト梁部材3を支持し、柱1周囲の底型枠となる機能を有していればよく、本実施形態に限定されない。   The form of the temporary cradle 2 is not limited to this embodiment, as long as it has a function of supporting the precast beam member 3 and serving as a bottom mold around the column 1.
仮設受部材6は、図7に示すようにプレキャスト梁部材3を下階のフラットプレート10から支持する支保工の上部に載置して、プレキャスト梁部材3の下方に位置させても良い。この場合、プレキャスト梁部材3の底面に仮設受部材6用のナット部材を設ける必要がなくなりプレキャスト梁部材3の成型が簡略化でき、また、仮設受部材6の取り付け位置がナット位置に制約されなくなり現場での施工効率が向上する。受部材6および、隙間型枠30の取り付けは、プレキャスト梁部材3が仮設受台2への載置された後に行っても良い。   As shown in FIG. 7, the temporary receiving member 6 may be placed below the precast beam member 3 by placing the precast beam member 3 on an upper part of a support that supports the flat plate 10 on the lower floor. In this case, it is not necessary to provide the nut member for the temporary receiving member 6 on the bottom surface of the precast beam member 3, and the molding of the precast beam member 3 can be simplified, and the mounting position of the temporary receiving member 6 is not restricted by the nut position. Construction efficiency on site is improved. The attachment of the receiving member 6 and the gap mold 30 may be performed after the precast beam member 3 is placed on the temporary support 2.
スラブ連結筋8は、板状部11の床部分Sが構築される側面にのみ設ければよい。また、スラブ連結筋8は板状部11に直接鉄筋を埋設する形態でも良い。その場合、現場でのスラブ連結筋8の設置工程が省略され施工効率が向上する。さらに、別の形態として、スラブ連結筋8を、プレキャスト梁部材3とハーフプレキャスト床部材5の厚みの差分でクランク状に加工し、プレキャスト梁部材3およびハーフプレキャスト床部材5の上面に沿わせて配置しても良い。   The slab connecting bars 8 need only be provided on the side surface on which the floor portion S of the plate-like portion 11 is constructed. Further, the slab connecting bar 8 may have a form in which a reinforcing bar is directly embedded in the plate-like portion 11. In that case, the installation process of the slab connecting bar 8 at the site is omitted, and the construction efficiency is improved. Furthermore, as another form, the slab connecting bar 8 is processed into a crank shape by the difference in thickness between the precast beam member 3 and the half precast floor member 5, and is along the upper surfaces of the precast beam member 3 and the half precast floor member 5. It may be arranged.
本発明に係るフラットプレート構築方法の好適な実施形態における建築物の一部を表す平面図である。It is a top view showing a part of building in suitable embodiment of the flat plate construction method concerning the present invention. 図1に示した建築物の柱間部分の施工状況を示す平面図である。It is a top view which shows the construction condition of the part between pillars of the building shown in FIG. 図2に示した建築物の柱間部分の施工状況を示す縦断面図である。It is a longitudinal cross-sectional view which shows the construction condition of the part between pillars of the building shown in FIG. 本発明に係るフラットプレート構築方法の好適な実施形態における手順を示す柱周囲の平面図であり、(a)は梁下端主筋の接続(第3工程)が完了した段階を示し、(b)は梁上端主筋の接続(第5工程)が完了した段階を示し、(c)はスラブ連結筋の取り付けおよびスラブ配筋(第6工程)が完了した段階を示す図である。It is a top view around a pillar which shows the procedure in a suitable embodiment of the flat plate construction method concerning the present invention, (a) shows the stage where the connection (the 3rd process) of the beam bottom main reinforcement was completed, and (b) The stage which the connection (5th process) of the beam upper end main reinforcement was completed is shown, (c) is a figure which shows the stage which the attachment of the slab connection reinforcement and the slab reinforcement (6th process) completed. 図4に示した柱周囲の柱上部部分の縦断面図である。It is a longitudinal cross-sectional view of the column upper part around the column shown in FIG. 図4の(b)段階におけるフラットプレート用プレキャスト梁部材部分の幅方向の縦断面図である。It is the longitudinal cross-sectional view of the width direction of the precast beam member part for flat plates in the (b) step of FIG. 図6における仮設受部材の別形態を示すフラットプレート用プレキャスト梁部材部分の幅方向の縦断面図である。It is the longitudinal cross-sectional view of the width direction of the precast beam member part for flat plates which shows another form of the temporary receiving member in FIG. 本発明に係るフラットプレート構築方法の好適な実施形態に用いられるフラットプレート用プレキャスト梁部材の平面図である。It is a top view of the precast beam member for flat plates used for suitable embodiment of the flat plate construction method concerning the present invention. 図8に示すフラットプレート用プレキャスト梁部材の長さ方向の縦断面図である。It is a longitudinal cross-sectional view of the length direction of the precast beam member for flat plates shown in FIG. 図8に示すフラットプレート用プレキャスト梁部材の第1せん断補強筋を臨む幅方向の縦断面図である。It is a longitudinal cross-sectional view of the width direction which faces the 1st shear reinforcement of the precast beam member for flat plates shown in FIG. 図8に示すフラットプレート用プレキャスト梁部材の第2せん断補強筋を臨む幅方向の縦断面図である。It is a longitudinal cross-sectional view of the width direction which faces the 2nd shear reinforcement of the precast beam member for flat plates shown in FIG. 本発明に係るフラットプレート構築方法の好適な実施形態におけるフラットプレート用プレキャスト梁部材を仮設受台に載置した段階の柱上部を示す斜視図である。It is a perspective view which shows the column upper part of the stage which mounted the precast beam member for flat plates in the suitable embodiment of the flat plate construction method which concerns on this invention in the temporary receiving stand. 本発明に係るフラットプレート構築方法の好適な実施形態における仮設受台の取り付け状況を示す斜視図である。It is a perspective view which shows the attachment condition of the temporary receiving stand in suitable embodiment of the flat plate construction method which concerns on this invention.
符号の説明Explanation of symbols
1 柱
2 仮設受台
3 フラットプレート用プレキャスト梁部材
4 梁下端主筋
5 ハーフプレキャスト床部材
6 仮設受部材
7 梁上端主筋
8 スラブ連結筋
9 スラブ配筋
12 第1せん断補強筋
13 第2せん断補強筋
B 梁部
S 床部分
DESCRIPTION OF SYMBOLS 1 Column 2 Temporary cradle 3 Precast beam member for flat plates 4 Beam lower main bar 5 Half precast floor member 6 Temporary receiving member 7 Beam upper bar 8 Slab connecting bar 9 Slab bar arrangement 12 First shear reinforcement bar 13 Second shear reinforcement bar B Beam S S Floor

Claims (3)

  1. 柱上部に仮設受台を設置する第1工程と、
    梁下端主筋が長さ方向両端面それぞれから突出させて埋設されるとともに、第1せん断補強筋が、その係止部を上方へ突出させて埋設されたフラットプレート用プレキャスト梁部材を、隣接する柱の上記仮設受台間に載置する第2工程と、
    上記柱を挟んで配設された上記フラットプレート用プレキャスト梁部材の上記梁下端主筋同士を接続する第3工程と、
    上記フラットプレート用プレキャスト梁部材で囲まれた床部分に、ハーフプレキャスト床部材を、その底面が上記フラットプレート用プレキャスト梁部材の底面と面一となるように、該フラットプレート用プレキャスト梁部材の下面に位置し、その側面から突出させた仮設受部材で支持して配設する第4工程と、
    上記係止部に係止させて上記フラットプレート用プレキャスト梁部材の上方に、梁上端主筋を配筋する第5工程と、
    上記ハーフプレキャスト床部材から上記フラットプレート用プレキャスト梁部材にわたって、それらの上方にスラブ配筋を行う第6工程と、
    上記仮設受台、上記フラットプレート用プレキャスト梁部材および上記ハーフプレキャスト床部材の上方にコンクリートを打設する第7工程と、
    コンクリート硬化後に、上記仮設受台および上記仮設受部材を撤去する第8工程とを備えることを特徴とするフラットプレート構築方法。
    A first step of installing a temporary cradle at the top of the pillar;
    The lower plate main bar protrudes from both end faces in the length direction and is embedded, and the first shear reinforcing bar protrudes the locking portion upward and embeds the precast beam member for the flat plate adjacent to the column. A second step of placing between the temporary cradle,
    A third step of connecting the beam bottom principal bars of the flat plate precast beam member disposed across the column;
    The bottom surface of the flat plate precast beam member is arranged such that the bottom surface is flush with the bottom surface of the flat plate precast beam member on the floor portion surrounded by the flat plate precast beam member. A fourth step that is positioned at and supported by a temporary receiving member protruding from the side surface;
    A fifth step of arranging the beam upper main bar above the flat plate precast beam member by being locked to the locking portion;
    A sixth step of performing slab reinforcement above the half-precast floor member to the flat-plate precast beam member;
    A seventh step of placing concrete above the temporary cradle, the flat plate precast beam member and the half precast floor member;
    A flat plate construction method comprising: an eighth step of removing the temporary receiving base and the temporary receiving member after the concrete is hardened.
  2. 前記フラットプレート用プレキャスト梁部材には、前記梁上端主筋と前記梁下端主筋を包囲する第2せん断補強筋が、その上部を突出させて埋設され、
    前記第5工程では、前記梁上端主筋は上記第2せん断補強筋に挿通されて配筋されることを特徴とする請求項1に記載のフラットプレート構築方法。
    In the precast beam member for the flat plate, a second shear reinforcement bar that surrounds the beam upper main bar and the beam lower bar main bar is embedded with its upper part protruding,
    2. The flat plate construction method according to claim 1, wherein in the fifth step, the beam upper main bar is inserted through the second shear reinforcement bar and arranged.
  3. 前記第5工程に続けて、前記フラットプレート用プレキャスト梁部材から前記ハーフプレキャスト床部材上方へ突出させてスラブ連結筋を設ける工程を備えることを特徴とする請求項1または請求項2に記載のフラットプレート構築方法。   3. The flat according to claim 1, further comprising a step of providing a slab connecting bar protruding from the flat plate precast beam member to the upper side of the half precast floor member following the fifth step. Plate construction method.
JP2006297149A 2006-10-31 2006-10-31 Flat plate construction method Expired - Fee Related JP4842093B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2006297149A JP4842093B2 (en) 2006-10-31 2006-10-31 Flat plate construction method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2006297149A JP4842093B2 (en) 2006-10-31 2006-10-31 Flat plate construction method

Publications (2)

Publication Number Publication Date
JP2008115539A true JP2008115539A (en) 2008-05-22
JP4842093B2 JP4842093B2 (en) 2011-12-21

Family

ID=39501710

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2006297149A Expired - Fee Related JP4842093B2 (en) 2006-10-31 2006-10-31 Flat plate construction method

Country Status (1)

Country Link
JP (1) JP4842093B2 (en)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101318284B1 (en) * 2013-06-25 2013-10-15 덕산콘크리트(주) Joint structure of pc column and pc flat plate and construction method thereof
KR101414254B1 (en) 2013-04-17 2014-07-01 신우콘크리트산업 주식회사 Structure and method for construction using PC column and PC flat plate slab and PC girder
KR101747002B1 (en) * 2015-12-28 2017-06-15 (주)대우건설 Structure using reinforced concrete and composite beams and Construction method thereof

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS6195136A (en) * 1984-10-15 1986-05-13 Kumagai Gumi Co Ltd Construction of multistoried building skeletal by precast reinforced concrete unit
JPH0688393A (en) * 1992-09-09 1994-03-29 Taisei Corp Flat plate construction
JPH06173339A (en) * 1992-12-10 1994-06-21 Kajima Corp Constructing method for joining section for column/beam
JPH06193178A (en) * 1992-12-25 1994-07-12 Kurosawa Kensetsu Kk Flat slab working method
JPH08113981A (en) * 1994-10-14 1996-05-07 Kumagai Gumi Co Ltd Method for constructing concrete structure
JPH08253966A (en) * 1995-03-17 1996-10-01 Kajima Corp Skeleton constructing method for rc building
JP2004293180A (en) * 2003-03-27 2004-10-21 Shimizu Corp Precast reinforced concrete beam, joint structure for precast concrete beam and pole, and method of joining precast concrete beam and pole

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS6195136A (en) * 1984-10-15 1986-05-13 Kumagai Gumi Co Ltd Construction of multistoried building skeletal by precast reinforced concrete unit
JPH0688393A (en) * 1992-09-09 1994-03-29 Taisei Corp Flat plate construction
JPH06173339A (en) * 1992-12-10 1994-06-21 Kajima Corp Constructing method for joining section for column/beam
JPH06193178A (en) * 1992-12-25 1994-07-12 Kurosawa Kensetsu Kk Flat slab working method
JPH08113981A (en) * 1994-10-14 1996-05-07 Kumagai Gumi Co Ltd Method for constructing concrete structure
JPH08253966A (en) * 1995-03-17 1996-10-01 Kajima Corp Skeleton constructing method for rc building
JP2004293180A (en) * 2003-03-27 2004-10-21 Shimizu Corp Precast reinforced concrete beam, joint structure for precast concrete beam and pole, and method of joining precast concrete beam and pole

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101414254B1 (en) 2013-04-17 2014-07-01 신우콘크리트산업 주식회사 Structure and method for construction using PC column and PC flat plate slab and PC girder
KR101318284B1 (en) * 2013-06-25 2013-10-15 덕산콘크리트(주) Joint structure of pc column and pc flat plate and construction method thereof
KR101747002B1 (en) * 2015-12-28 2017-06-15 (주)대우건설 Structure using reinforced concrete and composite beams and Construction method thereof

Also Published As

Publication number Publication date
JP4842093B2 (en) 2011-12-21

Similar Documents

Publication Publication Date Title
JP4449876B2 (en) Large-section tunnel structure and its construction method
JP5703159B2 (en) Precast prestressed concrete beam
JP4842093B2 (en) Flat plate construction method
JP2010265689A (en) Floor formation method
JP2008266910A (en) Projection structure of anchorage or deviator of tendon, and construction method therefor
JP4449875B2 (en) Large-section tunnel structure and its construction method
JP2010053534A (en) Composite girder
JP6484209B2 (en) Connecting member, beam structure and construction method thereof
KR101880813B1 (en) A sandwitch pc pannel structure and construction method of structure using thereof
JP2520354B2 (en) Construction method of precast concrete beams and columns, and earthquake-resistant walls using them
JP4823842B2 (en) Precast member for flat plate
JP2010053554A (en) Joint member, structure for joining concrete material, and concrete member
JP6801912B1 (en) Residual joint formwork and construction method for concrete structures
KR102226883B1 (en) Insert panel connector installed on various slab and construction method for insert panel using that
JP2005042491A (en) Prestressed concrete structure
JP2006188881A (en) Joint structure of beam and floor board
JP6849491B2 (en) Exposed column base structure of steel columns and its construction method
JP4439938B2 (en) Wall type reinforced concrete structure and its construction method
JP2021105272A (en) Precast floor slab construction method
JP2004197347A (en) Construction method of cross girder-integrated concrete floor slab
JP6576204B2 (en) Slab construction method
JP6829631B2 (en) Construction method of column base, reinforcement method of existing column base
JP2011122352A (en) Structure for joining beam and floor member together, structure with the same structure, and the floor member
JP2014190116A (en) Construction method of concrete slab
JP2012219472A (en) Construction method for column-beam frame

Legal Events

Date Code Title Description
A621 Written request for application examination

Free format text: JAPANESE INTERMEDIATE CODE: A621

Effective date: 20090812

A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20110829

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: 20110920

A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20111005

R150 Certificate of patent (=grant) or registration of utility model

Free format text: JAPANESE INTERMEDIATE CODE: R150

FPAY Renewal fee payment (prs date is renewal date of database)

Free format text: PAYMENT UNTIL: 20141014

Year of fee payment: 3

LAPS Cancellation because of no payment of annual fees