JP2018059318A - Foundation beam structure and method of constructing foundation beam - Google Patents
Foundation beam structure and method of constructing foundation beam Download PDFInfo
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Description
本発明は、基礎梁構造及び基礎梁構築方法に関する。 The present invention relates to a foundation beam structure and a foundation beam construction method.
下記特許文献１には、鉄筋コンクリート造の基礎梁に人通孔を形成した構成が開示されている。この基礎梁においては、人通孔の上部及び下部に、梁主筋と平行な軸方向補強筋が配筋されている。さらに、この軸方向補強筋及び梁主筋に、あばら筋が巻掛けられている。 Patent Document 1 below discloses a configuration in which a through hole is formed in a reinforced concrete foundation beam. In this foundation beam, axial reinforcing bars parallel to the beam main bars are arranged at the upper and lower parts of the through hole. Further, a stirrup is wound around the axial reinforcing bar and the beam main bar.
上記特許文献１に示された基礎梁の構造では、人通孔廻りを補強するための配筋作業が必要である。また、人通孔の断面欠損を補うために梁せいが大きくなり、必要なコンクリート量や型枠量が増える。このため、コンクリート工事や型枠工事の手間がかかる。 In the structure of the foundation beam shown in the above-mentioned patent document 1, a bar arrangement work for reinforcing the area around the through hole is necessary. In addition, the size of the beam is increased to compensate for the cross-sectional defect of the through hole, and the amount of concrete and formwork required is increased. For this reason, it takes time for concrete work and formwork.
本発明は上記事実を考慮して、基礎梁に人通孔を設ける場合と比較して施工を省人化できる、通り抜け可能な基礎梁構造及び基礎梁構築方法を提供することを目的とする。 In view of the above facts, an object of the present invention is to provide a foundation beam structure and a foundation beam construction method capable of passing through, which can save labor compared with the case where a through hole is provided in the foundation beam.
請求項１の基礎梁構造は、地盤の上部に形成されたフーチングと、前記フーチングの上部に架け渡された基礎梁と、前記地盤の表面と前記基礎梁の下面との間に形成された通り抜け可能な空間と、を備えている。 The foundation beam structure according to claim 1 includes a footing formed on an upper portion of the ground, a foundation beam spanned on the upper portion of the footing, and a through formed between a surface of the ground and a lower surface of the foundation beam. Possible space.
請求項１の基礎梁構造によると、地盤の表面と基礎梁の下面との間に通り抜け可能な空間が設けられる。このため、基礎梁に人通孔を形成する必要がない。 According to the foundation beam structure of the first aspect, a space that can pass through is provided between the surface of the ground and the lower surface of the foundation beam. For this reason, it is not necessary to form a through hole in the foundation beam.
基礎梁に人通孔を形成する場合は、人通孔の周囲に補強筋を配筋する必要がある。また、人通孔の断面欠損を補うために梁せいを大きく形成する必要がある。 When a through hole is formed in the foundation beam, it is necessary to arrange reinforcing bars around the through hole. In addition, it is necessary to form a large beam bar to compensate for the cross-sectional defect of the through hole.
これに対し請求項１の基礎梁構造では、基礎梁に人通孔を形成する場合と比較して配筋作業を減らし、必要なコンクリート量を削減できる。したがって、基礎梁に人通孔を設ける場合と比較して基礎梁の施工を省人化できる。また、必要な梁せいを小さくできるため、基礎梁底面の位置を浅くすることができる。したがって、掘削土量を少なくできる。 On the other hand, in the foundation beam structure according to the first aspect, the bar arrangement work can be reduced and the required amount of concrete can be reduced as compared with the case where the through hole is formed in the foundation beam. Therefore, the construction of the foundation beam can be saved as compared with the case where the through hole is provided in the foundation beam. In addition, since the required beam can be reduced, the position of the bottom surface of the foundation beam can be reduced. Therefore, the amount of excavated soil can be reduced.
また、基礎梁に人通孔の他、設備配管を貫通させるための貫通孔を形成する場合は、貫通孔の大きさや位置が基礎梁の構造耐力上の制約を受けるため、所望の直径や数量の設備配管を通すことが難しいことがある。 In addition, when the through-hole for penetrating equipment piping is formed in the foundation beam in addition to the through-hole, the size and position of the through-hole are restricted by the structural strength of the foundation beam. It may be difficult to pass through the equipment piping.
これに対し、請求項１の基礎梁構造では、地盤の表面と基礎梁の下面との間の空間に設備配管を通すことができるので、基礎梁に設備配管を貫通させるための貫通孔を形成する必要がない。したがって、所望の直径や数量の設備配管を通しやすい。 On the other hand, in the foundation beam structure according to claim 1, since the equipment pipe can be passed through the space between the surface of the ground and the lower surface of the foundation beam, a through-hole for penetrating the equipment pipe is formed in the foundation beam. There is no need to do. Therefore, it is easy to pass through equipment piping of a desired diameter and quantity.
請求項２の基礎梁構造は、前記基礎梁はプレキャストコンクリート製とされている。 In the foundation beam structure according to claim 2, the foundation beam is made of precast concrete.
請求項２の基礎梁構造によると、基礎梁を施工する際、プレキャストコンクリート製の基礎梁を左右のフーチングに架け渡せばよく、型枠を組み立てる必要がない。このため、基礎梁を現場打ちコンクリートで形成する場合と比較して、型枠を施工する手間を減らし、基礎梁廻りの土砂の掘削範囲を小さくすることができる。 According to the foundation beam structure of claim 2, when the foundation beam is constructed, the foundation beam made of precast concrete may be bridged between the left and right footings, and there is no need to assemble the formwork. For this reason, compared with the case where a foundation beam is formed with cast-in-place concrete, it is possible to reduce the labor for constructing the formwork and to reduce the excavation range of earth and sand around the foundation beam.
請求項３の基礎梁構築方法は、地盤の上部にフーチングを形成する工程と、前記フーチングの上部に基礎梁を架け渡し、前記地盤の表面と前記基礎梁の下面との間に通り抜け可能な空間を設ける工程と、前記基礎梁の仕口部にコンクリートを打設し、前記基礎梁と前記仕口部とを一体化させる工程と、を備えている。 The foundation beam construction method according to claim 3 includes a step of forming a footing on the upper part of the ground, a space that allows the foundation beam to be bridged on the upper part of the footing, and passes between the surface of the ground and the lower surface of the foundation beam. And a step of placing concrete in the joint portion of the foundation beam and integrating the foundation beam and the joint portion.
請求項３の基礎梁構築方法によると、地盤の表面と基礎梁の下面との間に通り抜け可能な空間が設けられる。このため、基礎梁に人通孔を形成する必要がない。 According to the foundation beam construction method of the third aspect, a space is provided between the surface of the ground and the lower surface of the foundation beam. For this reason, it is not necessary to form a through hole in the foundation beam.
基礎梁に人通孔を形成する場合は、人通孔の周囲に補強筋を配筋する必要がある。また、人通孔の断面欠損を補うために梁せいを大きく形成する必要がある。 When a through hole is formed in the foundation beam, it is necessary to arrange reinforcing bars around the through hole. In addition, it is necessary to form a large beam bar to compensate for the cross-sectional defect of the through hole.
これに対し請求項３の基礎梁構築方法では、基礎梁に人通孔を形成する場合と比較して配筋作業を減らし、必要なコンクリート量を削減できる。したがって、基礎梁に人通孔を設ける場合と比較して基礎梁の施工を省人化できる。 On the other hand, in the foundation beam construction method according to the third aspect, the bar arrangement work can be reduced and the required amount of concrete can be reduced as compared with the case where the through hole is formed in the foundation beam. Therefore, the construction of the foundation beam can be saved as compared with the case where the through hole is provided in the foundation beam.
また、基礎梁をフーチングに架け渡したあと仕口部のコンクリートを打設するため、基礎梁をプレキャストコンクリートで形成することができる。これにより、基礎梁のコンクリートと仕口部のコンクリートとを同時に打設する場合と比較して、型枠を施工する手間を減らし、基礎梁廻りの土砂の掘削範囲を小さくすることができる。 Further, since the concrete of the joint portion is placed after the foundation beam is bridged over the footing, the foundation beam can be formed of precast concrete. Thereby, compared with the case where the concrete of a foundation beam and the concrete of a joint part are cast | placed simultaneously, the effort which constructs a formwork can be reduced and the excavation range of the earth and sand around a foundation beam can be made small.
本発明に係る基礎梁構造及び基礎梁構築方法によると、基礎梁に人通孔を設ける場合と比較して施工を省人化できる。 According to the foundation beam structure and the foundation beam construction method according to the present invention, the construction can be labor-saving as compared with the case where a through hole is provided in the foundation beam.
（基礎梁構造）
図１（Ａ）〜（Ｃ）に示すように、本発明の実施形態に係る基礎梁構造１０は、地盤１２の上部に載置されたフーチング２０と、フーチング２０の上部に架け渡された基礎梁３０と、フーチング２０の上部に立設された柱５０と、基礎梁３０と一体化されたスラブ６０と、を備えている。なお、柱５０と基礎梁３０とが接合される部分を仕口部４０とする。図１（Ａ）、（Ｂ）においては、構成をわかりやすくするため、コンクリートに被覆された下端筋３２、上端筋３６、あばら筋３４を実線で示している。
(Foundation beam structure)
As shown in FIGS. 1A to 1C, a foundation beam structure 10 according to an embodiment of the present invention includes a footing 20 placed on the ground 12 and a foundation spanned on the footing 20. A beam 30, a column 50 erected on the upper portion of the footing 20, and a slab 60 integrated with the foundation beam 30 are provided. A portion where the column 50 and the foundation beam 30 are joined is referred to as a joint 40. In FIGS. 1A and 1B, in order to make the configuration easy to understand, the bottom line 32, the top line 36, and the rib line 34 covered with concrete are shown by solid lines.
（フーチング）
フーチング２０はプレキャストコンクリートで矩形状に形成され、地均しをした地盤１２の上に載置されている。地盤１２は、フーチング２０の上面が基礎梁３０の下面の設計高さとなるように適宜掘削（壷堀り）されている。
(Footing)
The footing 20 is formed of precast concrete in a rectangular shape, and is placed on the ground leveled ground 12. The ground 12 is appropriately excavated (drilled) so that the upper surface of the footing 20 becomes the design height of the lower surface of the foundation beam 30.
（基礎梁）
図１（Ｃ）に示すように、基礎梁３０はプレキャストコンクリートで形成されたプレキャスト部３０Ａと、プレキャスト部３０Ａの上部に現場で打設された後打ち部３０Ｂと、含んで構成されたハーフプレキャストコンクリート梁とされ、地盤１２の表面と基礎梁３０（プレキャスト部３０Ａ）の下面の間には、矢印Ｎ方向へ通り抜け可能な空間Ｖが形成されている。
(Foundation beam)
As shown in FIG. 1 (C), the foundation beam 30 is a half precast composed of a precast part 30A formed of precast concrete, a post-casting part 30B placed on the precast part 30A on site, and a precast part 30B. It is a concrete beam, between the lower surface of the surface and the foundation beam 30 of the ground 12 (precast unit 30A) is space V can be through the arrow N direction is formed.
プレキャスト部３０Ａの上部には、あばら筋３４の上端部と上端筋３６が露出しており、このあばら筋３４の上端部と上端筋３６は、後打ち部３０Ｂを構成するコンクリートによって被覆されている。なお、後打ち部３０Ｂは、後述するスラブ６０にコンクリートを打設することで形成される。 The upper end portion and the upper end streak 36 of the stirrup 34 are exposed at the upper part of the precast portion 30A, and the upper end portion and the upper end streak 36 of the stirrup 34 are covered with the concrete constituting the post-casting portion 30B. . The post-striking portion 30B is formed by placing concrete on a slab 60 described later.
図１（Ａ）に示すように、プレキャスト部３０Ａの端部はフーチング２０に載せ掛けられており、図１（Ｂ）に示すように、四方に配置されたプレキャスト部３０Ａの端面の間には、略十字状の仕口部４０が形成されている。なお、仕口部４０の中央部には突出部４０Ａが形成されており、この突出部４０Ａは、仕口部４０の上部に接合される柱５０の形状に沿う形状となっている。 As shown in FIG. 1 (A), the end of the precast part 30A is placed on the footing 20, and as shown in FIG. 1 (B), between the end faces of the precast part 30A arranged in four directions. A substantially cross-shaped joint portion 40 is formed. A protrusion 40A is formed at the center of the joint 40, and the protrusion 40A has a shape that follows the shape of the column 50 joined to the upper part of the joint 40.
フーチング２０に載せ掛けられたプレキャスト部３０Ａのそれぞれの端面からは、下端筋３２が突出している。図１（Ａ）に示す一方のプレキャスト部３０Ａ（図１（Ａ）左側）から突出した下端筋３２は、他方のプレキャスト部３０Ａ（図１（Ａ）右側）の近くまで延出している。そして、他方のプレキャスト部３０Ａから突出した下端筋３２と、機械式継手３８によって接合されている。また、プレキャスト部３０Ａの上部の後打ち部３０Ｂに埋設された上端筋３６も、機械式継手３８によって接合されている。 From each end face of the precast part 30A placed on the footing 20, a lower end stripe 32 protrudes. A bottom streak 32 protruding from one precast portion 30A (left side in FIG. 1A) shown in FIG. 1A extends to the vicinity of the other precast portion 30A (right side in FIG. 1A). And it is joined by the mechanical joint 38 and the lower end reinforcement 32 which protruded from the other precast part 30A. Further, the upper end reinforcement 36 embedded in the rear strike portion 30B at the upper portion of the precast portion 30A is also joined by a mechanical joint 38.
（スラブ）
図１（Ｃ）に示すように、スラブ６０は、プレキャストコンクリート製のパネル材６０Ａと、パネル材６０Ａの上部に現場で打設された後打ち部６０Ｂと、を含んで構成されたハーフプレキャストコンクリートスラブとされている。パネル材６０Ａの配置は、図４（Ｂ）に２点鎖線で示されている。
(Slab)
As shown in FIG. 1C, the slab 60 is a half precast concrete that includes a panel material 60A made of precast concrete and a post-casting portion 60B that is placed on the panel material 60A in the field. It is considered a slab. The arrangement of the panel material 60A is indicated by a two-dot chain line in FIG.
図１（Ｃ）に示すように、パネル材６０Ａの端部６０ＡＥは基礎梁３０のプレキャスト部３０Ａに載せ掛けられており、パネル材６０Ａは、後打ち部６０Ｂを形成するコンクリートを打設する際の捨て型枠として機能している。 As shown in FIG. 1C, the end portion 60AE of the panel material 60A is placed on the precast portion 30A of the foundation beam 30, and the panel material 60A is used when placing concrete that forms the post-casting portion 60B. It functions as a throwaway formwork.
なお、図１（Ａ）は基礎梁３０の断面を示しているが、これはパネル材６０Ａが載せ掛けられた部分の断面である。ここに示されるように、パネル材６０Ａは長手方向に沿ってボイド６０ＡＨが形成され、これによりスラブ６０の軽量化が図られている。 FIG. 1A shows a cross section of the foundation beam 30, which is a cross section of a portion on which the panel material 60A is placed. As shown here, a void 60AH is formed along the longitudinal direction of the panel material 60A, whereby the weight of the slab 60 is reduced.
図１（Ｃ）に示すように、スラブ６０の後打ち部６０Ｂを形成するコンクリートは、基礎梁３０の後打ち部３０Ｂと一体的に打設され、それぞれの上面６０Ｅ、３０Ｅが同面とされている。 As shown in FIG. 1 (C), the concrete that forms the trailing portion 60B of the slab 60 is placed integrally with the trailing portion 30B of the foundation beam 30, and the upper surfaces 60E and 30E are the same surface. ing.
（施工方法）
基礎梁構造１０を施工するためには、まず地盤１２の掘削を行い、フーチング２０が載置される部分を地均しする。なお、地盤１２の表面には捨てコンクリートや土間コンクリートを打設してもよいし、敷き砂利を敷いてもよい。
(Construction method)
In order to construct the foundation beam structure 10, the ground 12 is first excavated, and the portion where the footing 20 is placed is leveled. In addition, abandoned concrete or soil concrete may be cast on the surface of the ground 12, or laid gravel may be laid.
次に図２（Ａ）、（Ｂ）に示すように、地均しした地盤１２の上部に、プレキャストコンクリートで形成されたフーチング２０を載置する。なお、フーチング２０は現場打ちコンクリートとしてもよいし、下部に杭が施工される場合は、杭頭を覆うように載置することもできる。 Next, as shown in FIGS. 2 (A) and 2 (B), a footing 20 made of precast concrete is placed on the leveled ground 12. In addition, the footing 20 is good also as a cast-in-place concrete, and when a pile is constructed in the lower part, it can also be mounted so that a pile head may be covered.
次に図３（Ａ）、（Ｂ）に示すように、フーチング２０へ基礎梁３０の構成部材であるプレキャスト部３０Ａの端部を載せ掛ける。フーチング２０は間隔を置いて地盤１２に並べられており、プレキャスト部３０Ａは隣り合うフーチング２０に架け渡されて配置される。このとき、プレキャスト部３０Ａの端面からそれぞれ突出した下端筋３２を機械式継手３８で接続して、軸方向に連続した梁主筋を形成する。 Next, as shown in FIGS. 3A and 3B, the end portion of the precast portion 30 </ b> A that is a constituent member of the foundation beam 30 is placed on the footing 20. The footings 20 are arranged on the ground 12 at intervals, and the precast part 30 </ b> A is placed across the adjacent footings 20. At this time, the lower bar 32 protruding from the end face of the precast part 30A is connected by the mechanical joint 38 to form a beam main bar continuous in the axial direction.
プレキャスト部３０Ａをフーチング２０の上部へ載せ掛けることにより地盤１２の表面とプレキャスト部３０Ａの下面の間には、通り抜け可能な空間Ｖが形成される。なお、この空間Ｖは、本実施形態の基礎梁構造１０が適用される建物におけるすべての基礎梁の下部に設けられる必要はなく、例えば設備機器・配管などが配置された地下ピット部など、人間又は検査機械が通り抜け必要な場所に設ければよい。また、空間Ｖの高さは、無線又は有線で操作可能な検査機械が通り抜けできる高さがあればよいが、人間が通り抜け可能な高さ（概ね５０ｃｍ以上）があると好適である。 By placing the precast part 30A on the upper part of the footing 20, a space V that can pass through is formed between the surface of the ground 12 and the lower surface of the precast part 30A. The space V does not need to be provided below all the foundation beams in the building to which the foundation beam structure 10 of the present embodiment is applied. For example, a human being such as an underground pit portion in which equipment and piping are arranged. Alternatively, it may be provided where the inspection machine needs to pass. Moreover, the height of the space V is sufficient if it can pass through an inspection machine that can be operated wirelessly or by wire, but it is preferable that there is a height (approximately 50 cm or more) that a human can pass through.
次に図３（Ｂ）に二点鎖線で示した形状に型枠を組み立て、コンクリートを打設して、図４（Ａ）、（Ｂ）に示すように、略十字状の仕口部４０を形成する。これにより、仕口部４０と基礎梁３０とが一体化する。 Next, a formwork is assembled into a shape shown by a two-dot chain line in FIG. 3B, concrete is placed, and a substantially cross-shaped joint portion 40 is formed as shown in FIGS. 4A and 4B. Form. Thereby, the joint part 40 and the foundation beam 30 are integrated.
なお、仕口部４０へのコンクリートの打設に先立って、仕口部４０には図示しない柱５０の柱主筋及びフープ筋を配筋する。 Prior to placing concrete into the joint portion 40, column main bars and hoop bars (not shown) of the columns 50 are arranged in the joint portion 40.
なお、仕口部４０とプレキャスト部３０Ａとの接合強度を高めるために、プレキャスト部３０Ａの端面からはスタッドボルトなどを突出させておいてもよい。フーチング２０の上面からも、同様にスタッドボルトなどを突出させておいてもよい。 Note that a stud bolt or the like may protrude from the end face of the precast part 30A in order to increase the bonding strength between the joint part 40 and the precast part 30A. Similarly, a stud bolt or the like may be projected from the upper surface of the footing 20.
次に図５（Ａ）、（Ｂ）に示すように、プレキャスト部３０Ａの上端面から突出したあばら筋３４の内側に、プレキャスト部３０Ａの軸方向に沿って上端筋３６を配筋し、上端筋３６同士を機械式継手３８で接続する。なお、図４（Ａ）において、機械式継手３８は仕口部４０の上部に配置されているが、例えば基礎梁３０の中央部付近など、任意の場所に配置することができる。また、上端筋３６同士の接合は、ガス圧接継手とすることもできる。 Next, as shown in FIGS. 5 (A) and 5 (B), an upper end line 36 is arranged along the axial direction of the precast part 30A on the inner side of the rib 34 protruding from the upper end surface of the precast part 30A. The muscles 36 are connected to each other by a mechanical joint 38. In FIG. 4A, the mechanical joint 38 is disposed at the upper portion of the joint 40, but can be disposed at an arbitrary location such as near the center of the foundation beam 30, for example. Further, the joining between the upper end bars 36 may be a gas pressure welding joint.
次にプレキャスト部３０Ａ及び後打ち部３０Ｃに、パネル材６０Ａを載せ掛ける。パネル材６０Ａは、図５（Ｂ）に二点鎖線で示すように、長手方向（Ｙ方向）の両端部６０ＡＥをプレキャスト部３０Ａに載置することにより支持される。 Next, the panel material 60A is placed on the precast part 30A and the post-casting part 30C. The panel member 60A is supported by placing both end portions 60AE in the longitudinal direction (Y direction) on the precast portion 30A as indicated by a two-dot chain line in FIG.
次に図１（Ｃ）に示すように、プレキャスト部３０Ａ及びパネル材６０Ａの上部へ、パネル材６０Ａを型枠の一部としてコンクリートを流し込み、基礎梁３０の後打ち部３０Ｂとスラブ６０の後打ち部６０Ｂとを一体的に形成する。これにより、基礎梁３０及びスラブ６０が形成され、本実施形態に係る基礎梁構造１０が構築される。 Next, as shown in FIG. 1 (C), concrete is poured into the upper part of the precast part 30A and the panel material 60A using the panel material 60A as a part of the formwork, and after the post-placed part 30B of the foundation beam 30 and the slab 60. The striking portion 60B is integrally formed. Thereby, the foundation beam 30 and the slab 60 are formed, and the foundation beam structure 10 which concerns on this embodiment is constructed | assembled.
なお、本実施形態においては基礎梁３０の上部に柱５０が打設されるが、この柱５０を構成するコンクリートはプレキャストコンクリートでも現場打ちコンクリートでもよい。また、柱５０は必要がなければ設置しなくてもよい。この場合、本発明における「仕口部」とは、柱５０と基礎梁３０との接合部分ではなく、基礎梁３０同士の接合部分のことを示す。 In this embodiment, a column 50 is placed on the upper portion of the foundation beam 30. The concrete constituting the column 50 may be precast concrete or on-site cast concrete. Further, the pillar 50 may not be installed if it is not necessary. In this case, the “joint portion” in the present invention indicates not a joint portion between the column 50 and the foundation beam 30 but a joint portion between the foundation beams 30.
（作用・効果）
本実施形態の基礎梁構造１０によると、図６（Ａ）に示すように、地盤１２の表面と基礎梁３０の下面との間に通り抜け可能な空間Ｖが設けられている。このため、スラブ６０の下部空間において、基礎梁３０によって隔てられる空間を往来する必要がある場合でも、基礎梁３０に人通孔を形成する必要がない。
(Action / Effect)
According to the foundation beam structure 10 of the present embodiment, as shown in FIG. 6A, a space V that can pass through is provided between the surface of the ground 12 and the lower surface of the foundation beam 30. For this reason, in the lower space of the slab 60, even when it is necessary to travel through a space separated by the foundation beam 30, it is not necessary to form a through hole in the foundation beam 30.
これに対し、図６（Ｂ）の比較例に示すように、基礎梁３００に人通孔３２０を設ける場合、人通孔３２０の周囲に補強筋３４０を配筋する必要がある。また、人通孔３２０による断面欠損を補うために、梁せいＨを本実施形態の基礎梁３０の梁せいｈと比較して大きく形成する必要がある。 On the other hand, as shown in the comparative example of FIG. 6B, when the through hole 320 is provided in the foundation beam 300, it is necessary to arrange reinforcing bars 340 around the through hole 320. Further, in order to compensate for the cross-sectional defect due to the through hole 320, it is necessary to make the beam length H larger than the beam length h of the foundation beam 30 of the present embodiment.
このため、本実施形態の基礎梁構造１０では、基礎梁に人通孔を設ける場合と比較して鉄筋工事及びコンクリート工事が簡略化され、基礎梁の施工を省人化できる。 For this reason, in the foundation beam structure 10 of this embodiment, compared with the case where a through-hole is provided in a foundation beam, a reinforcing bar construction and a concrete construction are simplified and the construction of a foundation beam can be saved.
また、本実施形態の基礎梁構造１０によると、図６（Ａ）に示すように、基礎梁３０とスラブ６０とが一体的に形成され、基礎梁３０の上面３０Ｅと、スラブ６０の上面６０Ｅとが同面とされている。 Further, according to the foundation beam structure 10 of the present embodiment, as shown in FIG. 6A, the foundation beam 30 and the slab 60 are integrally formed, and the upper surface 30E of the foundation beam 30 and the upper surface 60E of the slab 60 are formed. And the same plane.
これに対し、図６（Ｃ）の比較例では、基礎梁４００とスラブ６００とが別体として形成され（いわゆる置きスラブ）、基礎梁４００の上面４００Ｅは、スラブ６００の上面６００Ｅよりも下方に形成されている。 On the other hand, in the comparative example of FIG. 6C, the foundation beam 400 and the slab 600 are formed as separate bodies (so-called slabs), and the upper surface 400E of the foundation beam 400 is lower than the upper surface 600E of the slab 600. Is formed.
このため、梁せいが同じ（図６（Ａ）、（Ｃ）に示すｈ）場合、本実施形態におけるスラブ６０の上面６０Ｅから地盤１２の表面までの距離ｌに対し、比較例におけるスラブ６００の上面６００Ｅから地盤１２０の表面までの距離Ｌは、スラブ６００の厚みｔだけ長くなる。 For this reason, when the beam is the same (h shown in FIGS. 6A and 6C), the distance s from the upper surface 60E of the slab 60 to the surface of the ground 12 in the present embodiment is that of the slab 600 in the comparative example. The distance L from the upper surface 600E to the surface of the ground 120 is increased by the thickness t of the slab 600.
したがって、本実施形態の基礎梁構造１０では、スラブを置きスラブとして形成する場合と比較して、地盤の掘削量を削減できる。このため、土工事が簡略化され、基礎梁の施工を省人化できる。 Therefore, in the foundation beam structure 10 of this embodiment, the excavation amount of the ground can be reduced as compared with the case where the slab is placed and formed as a slab. For this reason, earth work can be simplified and construction of the foundation beam can be saved.
また、本実施形態の基礎梁構造１０によると、基礎梁３０はハーフプレキャストコンクリート梁とされている。このため、図３（Ａ）に示すようにプレキャスト部３０Ａをフーチングの上部に載せ掛けるだけで、地盤１２の表面と基礎梁３０の下面との間に、通り抜け可能な空間Ｖを形成することができる。 Moreover, according to the foundation beam structure 10 of the present embodiment, the foundation beam 30 is a half precast concrete beam. For this reason, as shown in FIG. 3A, a space V that can pass through can be formed between the surface of the ground 12 and the lower surface of the foundation beam 30 only by placing the precast part 30A on the upper part of the footing. it can.
なお、本実施形態において基礎梁３０はハーフプレキャストコンクリート梁とされ、基礎梁３０は現場打ちコンクリートで形成される後打ち部３０Ｂを備えているが、本発明の実施形態はこれに限らない。例えば基礎梁３０の全ての部分をプレキャストコンクリートで形成してもよい。この場合でも基礎梁３０をフーチングの上部に載せ掛けるだけで、地盤１２の表面と基礎梁３０の下面との間に、通り抜け可能な空間を形成することができる。また、現場打ちコンクリートを打設する部分が減るので、工期を短縮することができる。 In the present embodiment, the foundation beam 30 is a half precast concrete beam, and the foundation beam 30 includes a post-casting portion 30B formed of in-situ concrete. However, the embodiment of the present invention is not limited thereto. For example, all parts of the foundation beam 30 may be formed of precast concrete. Even in this case, a space that can pass through can be formed between the surface of the ground 12 and the lower surface of the foundation beam 30 only by placing the foundation beam 30 on the footing. In addition, the construction period can be shortened because the number of places where the cast-in-place concrete is placed is reduced.
なお、基礎梁３０の全ての部分をプレキャストコンクリートで形成する場合、基礎梁３０には予め上端筋３６も埋設される。 In addition, when all the parts of the foundation beam 30 are formed with precast concrete, the upper end reinforcement 36 is also embedded in the foundation beam 30 in advance.
あるいは、基礎梁３０を全て現場打ちコンクリートで形成することもできる。この場合、地盤１２の表面から支保工を立ち上げ、この支保工で型枠を支持して、打設したコンクリートの硬化・養生後に型枠及び支保工を撤去することで、基礎梁３０の下方に通り抜け可能な空間を形成することができる。 Or all the foundation beams 30 can also be formed with a cast-in-place concrete. In this case, a support work is started from the surface of the ground 12, the formwork is supported by this support work, and the formwork and the support work are removed after the placed concrete is hardened and cured, so that A space that can be passed through is formed.
また、本実施形態において仕口部４０は略十字状に形成され、柱５０が接合される中心部以外の部分（基礎梁３０のプレキャスト部３０Ａの近く）に、基礎梁３０の下端筋３２及び上端筋３６の機械式継手３８が埋設されている。このため、鉄筋が込み合う仕口部４０の中心部で基礎梁３０の下端筋３２の接続作業をする必要がなく、配筋作業がやりやすい。 Further, in the present embodiment, the joint portion 40 is formed in a substantially cross shape, and the lower end stripe 32 of the foundation beam 30 and the portion other than the central portion to which the column 50 is joined (near the precast portion 30A of the foundation beam 30) and A mechanical joint 38 of the upper end muscle 36 is embedded. For this reason, it is not necessary to connect the lower end bars 32 of the foundation beam 30 at the center of the joint portion 40 where the reinforcing bars are crowded.
なお、本実施形態において機械式継手３８は、仕口部４０の内部において、下端筋３２一本につき一箇所ずつ設けられているが、本発明の実施形態はこれに限らない。例えば図３（Ａ）において左右に配置されたプレキャスト部３０Ａそれぞれの近く（すなわち二箇所）に設けてもよい。このようにすることで、下端筋３２がプレキャスト部３０Ａから突出する突出長さを短くできるので、運搬しやすく、施工時にも取り扱いし易い。 Note that, in the present embodiment, the mechanical joint 38 is provided for each one of the lower end bars 32 inside the joint portion 40, but the embodiment of the present invention is not limited thereto. For example, you may provide in the vicinity (namely, two places) of each precast part 30A arrange | positioned in FIG. 3 (A) on either side. By doing in this way, since the protrusion length which the lower end reinforcement 32 protrudes from 30 A of precast parts can be shortened, it is easy to carry and it is easy to handle also at the time of construction.
また、仕口部４０は必ずしも十字形状に形成しなくてもよい。例えば図７（Ａ）に示すように、仕口部４０を柱５０と同形状の矩形状に形成してもよい。この場合、プレキャスト部３０Ａから突出した下端筋３２の端部に機械式定着プレート３９を接合しておけば、鉄筋が込み合う部分で下端筋３２の接続作業を行う必要がない。 Further, the joint portion 40 is not necessarily formed in a cross shape. For example, as illustrated in FIG. 7A, the joint portion 40 may be formed in a rectangular shape having the same shape as the pillar 50. In this case, if the mechanical fixing plate 39 is joined to the end of the lower end bar 32 protruding from the precast part 30A, it is not necessary to perform the connection work of the lower end bar 32 at the portion where the reinforcing bar is crowded.
さらに、本実施形態において仕口部４０は現場打ちコンクリートにより形成されているものとしたが、図７（Ｂ）に示す仕口部４２のように、プレキャストコンクリートによって形成することができる。この場合、貫通孔４４が形成された仕口部４２をフーチング２０の上部に載置し、また、端面に挿入孔３７が形成されたプレキャスト部３０Ａ１を、挿入孔３７が貫通孔４４と対向するようにフーチング２０の上部に載置して、さらに、プレキャスト部３０Ａ２の下端筋３２が貫通孔４４、挿入孔３７を挿通するように、プレキャスト部３０Ａ２を横方向からスライドして施工する。 Furthermore, in the present embodiment, the joint portion 40 is formed by spot-cast concrete, but can be formed by precast concrete like the joint portion 42 shown in FIG. 7B. In this case, the joint portion 42 in which the through hole 44 is formed is placed on the upper portion of the footing 20, and the insertion hole 37 faces the through hole 44 in the precast portion 30 </ b> A <b> 1 in which the insertion hole 37 is formed on the end surface. In this manner, the precast part 30A2 is slid from the lateral direction so that the lower bar 32 of the precast part 30A2 passes through the through hole 44 and the insertion hole 37.
１２ 地盤
２０ フーチング
３０ 基礎梁
４０ 仕口部
Ｖ 空間
12 Ground 20 Footing 30 Foundation beam 40 Joint V space
Claims (3)
前記フーチングの上部に架け渡された基礎梁と、
前記地盤の表面と前記基礎梁の下面との間に形成された通り抜け可能な空間と、
を備えた基礎梁構造。 A footing formed on the top of the ground,
A foundation beam spanned above the footing;
A space formed between the surface of the ground and the lower surface of the foundation beam;
Foundation beam structure with
前記フーチングの上部に基礎梁を架け渡し、前記地盤の表面と前記基礎梁の下面との間に通り抜け可能な空間を設ける工程と、
前記基礎梁の仕口部にコンクリートを打設し、前記基礎梁と前記仕口部とを一体化させる工程と、を備えた基礎梁構築方法。 Forming a footing on the top of the ground;
Spanning a foundation beam on the upper part of the footing, and providing a space that can pass between the surface of the ground and the lower surface of the foundation beam;
A method of constructing a foundation beam, comprising: placing concrete in a joint portion of the foundation beam, and integrating the foundation beam and the joint portion.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2021080677A (en) * | 2019-11-15 | 2021-05-27 | 株式会社安藤・間 | Pile foundation structure |
| CN114855884A (en) * | 2022-06-09 | 2022-08-05 | 安徽建工集团股份有限公司总承包分公司 | Construction method facilitating early backfill of post-cast strip of underground foundation structure |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4275538A (en) * | 1980-01-22 | 1981-06-30 | Bounds Edward G | Building foundation method and system, with energy conservation and solar energy utilization features |
| JPH0715171B2 (en) * | 1990-06-18 | 1995-02-22 | 高村建材工業株式会社 | Precast reinforced concrete foundation material and foundation construction method |
| JP2005155092A (en) * | 2003-11-21 | 2005-06-16 | Shimizu Corp | Foundation structure for structure |
| JP2011064047A (en) * | 2009-09-15 | 2011-03-31 | Masahiko Shimizu | Construction of mat foundation by connecting precast concrete foundation beam member and precast concrete foundation beam joining member to construct rising part of foundation, and integrating bottom slab with joint part by cast-in-place concrete |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3014972U (en) | 1995-02-20 | 1995-08-22 | 大和ハウス工業株式会社 | Precast underground beams |
| JP2004339867A (en) | 2003-05-19 | 2004-12-02 | Maeda Corp | Half precast concrete slab and method of constructing the slab |
-
2016
- 2016-10-05 JP JP2016197108A patent/JP7081744B2/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4275538A (en) * | 1980-01-22 | 1981-06-30 | Bounds Edward G | Building foundation method and system, with energy conservation and solar energy utilization features |
| JPH0715171B2 (en) * | 1990-06-18 | 1995-02-22 | 高村建材工業株式会社 | Precast reinforced concrete foundation material and foundation construction method |
| JP2005155092A (en) * | 2003-11-21 | 2005-06-16 | Shimizu Corp | Foundation structure for structure |
| JP2011064047A (en) * | 2009-09-15 | 2011-03-31 | Masahiko Shimizu | Construction of mat foundation by connecting precast concrete foundation beam member and precast concrete foundation beam joining member to construct rising part of foundation, and integrating bottom slab with joint part by cast-in-place concrete |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2021080677A (en) * | 2019-11-15 | 2021-05-27 | 株式会社安藤・間 | Pile foundation structure |
| JP7416606B2 (en) | 2019-11-15 | 2024-01-17 | 株式会社安藤・間 | pile foundation structure |
| CN114855884A (en) * | 2022-06-09 | 2022-08-05 | 安徽建工集团股份有限公司总承包分公司 | Construction method facilitating early backfill of post-cast strip of underground foundation structure |
| CN114855884B (en) * | 2022-06-09 | 2024-03-29 | 安徽建工集团股份有限公司总承包分公司 | Construction method for facilitating advanced backfilling of post-cast strip of underground foundation structure |
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