JP5656065B2 - Structural member of steel plate concrete structure - Google Patents

Structural member of steel plate concrete structure Download PDF

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JP5656065B2
JP5656065B2 JP2010269707A JP2010269707A JP5656065B2 JP 5656065 B2 JP5656065 B2 JP 5656065B2 JP 2010269707 A JP2010269707 A JP 2010269707A JP 2010269707 A JP2010269707 A JP 2010269707A JP 5656065 B2 JP5656065 B2 JP 5656065B2
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steel plate
outer shell
reinforcing ribs
structural member
concrete structure
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JP2012117328A (en
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仁志 熊谷
仁志 熊谷
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Shimizu Corp
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本発明は外殻鋼板内にコンクリートを充填して形成される鋼板コンクリート構造の構造部材に関する。   The present invention relates to a structural member having a steel plate concrete structure formed by filling concrete in an outer shell steel plate.

周知のように、鋼板コンクリート構造(SC構造)は,構造部材の外殻となる鋼板を型枠としてその外殻鋼板の内部にコンクリートを充填し、外殻鋼板の内面に植設した多数のスタッドボルトを介して外殻鋼板とコンクリートとを構造的に一体化する構造であって、大断面の頑強な構造部材を効率的に施工できることからたとえば特許文献1に示されるような原子力施設における建屋の構造形式として普及しつつある。   As is well known, a steel plate concrete structure (SC structure) has a large number of studs in which the steel plate that forms the outer shell of the structural member is used as a mold, the concrete is filled in the outer shell plate, and is implanted on the inner surface of the outer shell plate. A structure in which the outer shell steel plate and the concrete are structurally integrated via bolts, and a robust structural member having a large cross section can be efficiently constructed. It is becoming popular as a structural form.

一般に鋼板コンクリート構造を柱梁フレームに適用する場合、地震時荷重の大きさや部材のせん断スパン比によってはたとえば柱脚部に生じる曲げモーメントが特に過大となるので、断面検定において許容応力度を満足させるために構造部材全体の断面を充分に大きくするか、外殻鋼板の厚さを増厚するなどの対策が必要となる。   Generally, when steel plate concrete structure is applied to a column beam frame, depending on the magnitude of the earthquake load and the shear span ratio of the member, for example, the bending moment generated in the column base part is particularly excessive, so that the allowable stress level is satisfied in the section verification. Therefore, measures such as sufficiently increasing the cross section of the entire structural member or increasing the thickness of the outer shell steel plate are required.

一方、鋼板コンクリート構造の鋼板厚さについては「鋼板コンクリート構造耐震設計技術指針/建物・構築物編(JEAG4618:日本電気協会電気技術指針)」において、溶接施工性及び脆性破断の可能性を考慮して最大厚さを40mmとしている。そのため、断面検定において部材仮定断面での必要鋼板厚さが40mmを超える場合には、鋼板厚さが40mm以下で許容応力度を満足するように部材断面積をさらに増大させる必要が生じる。   On the other hand, regarding the steel plate thickness of steel plate concrete structure, in consideration of welding workability and the possibility of brittle fracture in “Guidelines for Steel Plate Concrete Structure Seismic Design / Building / Structure (JEAG4618: Electrical Technology Guide of NEC)” The maximum thickness is 40mm. Therefore, when the required steel plate thickness in the assumed member cross section exceeds 40 mm in the cross section verification, it is necessary to further increase the member cross sectional area so that the steel plate thickness is 40 mm or less and the allowable stress level is satisfied.

特許第3309290号公報Japanese Patent No. 3309290

上記のように鋼板コンクリート構造においては鋼板の厚さを最大でも40mmとすることが限界であることから、鋼板所要厚さが40mm以上となる場合には構造部材全体の断面を本来必要とされる断面よりも拡大しなければならず、そのことが設計上での難点ともなっている。   As described above, in steel plate concrete structure, the maximum thickness of the steel plate is 40 mm, so if the required thickness of the steel plate is 40 mm or more, the entire cross section of the structural member is originally required. It must be larger than the cross section, which is a design difficulty.

また、一般に鋼板コンクリート構造では鋼板とコンクリートとを構造的に確実に一体化するために鋼板の内面に多数のスタッドボルトを植設する必要があり、そのために多大の手間と費用を必要とすることから、従来の鋼板コンクリート構造はその点でも改善の余地があるとされている。   In general, in steel-plate concrete structures, it is necessary to plant a large number of stud bolts on the inner surface of the steel plate in order to securely and reliably integrate the steel plate and concrete, which requires a great deal of labor and expense. Therefore, it is said that there is room for improvement in the conventional steel plate concrete structure.

上記事情に鑑み、本発明は鋼板の所要厚を40mm以下に制限しつつ構造部材に要求される許容応力度を満足し得て部材断面を必要以上に拡大することがなく、しかも施工性および経済性に優れた有効適切な鋼板コンクリート構造の構造部材を提供することを目的とする。   In view of the above circumstances, the present invention can satisfy the allowable stress required for the structural member while limiting the required thickness of the steel sheet to 40 mm or less, and does not unnecessarily enlarge the cross section of the member. An object of the present invention is to provide a structural member having an effective and appropriate steel plate concrete structure having excellent properties.

本発明は中空の閉鎖断面とした外殻鋼板の端部どうしを突き合わせて接合することによりそれら外殻鋼板どうしを軸方向に連結し、それら外殻鋼板の内部にコンクリートを充填して形成する鋼板コンクリート構造の構造部材であって、前記外殻鋼板の内面に多数の孔を形成した孔あき鋼板からなる補強リブを軸方向に沿って溶接し、接合するべき双方の外殻鋼板の少なくともいずれか一方の外殻鋼板における前記補強リブを該外殻鋼板の端部から突出せしめて、双方の外殻鋼板の端部どうしを突き合わせることにより一方の外殻鋼板から突出している補強リブの突出部を他方の外殻鋼板内に挿入するとともに該突出部を他方の外殻鋼板内に溶接した他方の補強リブに対して双方の孔の位置を合致させた状態で重ね合わせ、前記外殻鋼板の端部どうしを溶接し、その状態で双方の外殻鋼板内にコンクリートを充填することにより双方の補強リブどうしを該コンクリートを介して応力伝達可能に接合してなることを特徴とする。 The present invention relates to a steel plate formed by connecting the outer shell steel plates in the axial direction by abutting and joining the ends of the outer shell steel plates having a hollow closed cross section and filling the inside of the outer shell steel plates with concrete. A structural member of a concrete structure, wherein a reinforcing rib made of a perforated steel plate having a plurality of holes formed on the inner surface of the outer shell steel plate is welded along the axial direction and at least one of both outer shell steel plates to be joined The protruding portion of the reinforcing rib protruding from one outer shell steel plate by projecting the reinforcing rib in one outer shell steel plate from the end portion of the outer shell steel plate and abutting the end portions of both outer shell steel plates Is inserted into the other outer shell steel plate and the protruding portion is overlapped with the other reinforcing rib welded into the other outer shell steel plate in a state where both holes are aligned , edge Welding the cow, characterized in that the reinforcing ribs each other both formed by stress communicably joined through the concrete by filling concrete in both the outer shell in the steel sheet in this state.

本発明においては、双方の補強リブを重ね合わせて合致させた双方の孔内に貫通鉄筋を挿通させることも考えられる。   In the present invention, it is also conceivable to insert a penetrating rebar into both holes where the two reinforcing ribs are overlapped and matched.

本発明の構造部材は外殻鋼板の内面に補強リブを設けることにより、外殻鋼板厚さを40mm以下に制限しつつ必要最小限の断面で許容応力度を支障なく満足できるし、スタッボルトの所要本数を大幅に軽減ないし省略することができる。
しかも、孔あき鋼板からなる補強リブどうしを重ね継手の形態で接合することにより、補強リブどうしを直接的に溶接接合したり高力ボルト接合する場合のような煩雑かつ面倒な作業を必要とせず、したがって鋼板コンクリート構造による構造部材の施工性と経済性を大きく改善することができる。
The structural member of the present invention can satisfy the allowable stress level with the minimum necessary cross-section while restricting the thickness of the outer shell steel plate to 40 mm or less by providing reinforcing ribs on the inner surface of the outer shell steel plate, and requires a stud bolt. The number can be greatly reduced or omitted.
Moreover, by joining the reinforcing ribs made of perforated steel sheets in the form of lap joints, there is no need for complicated and troublesome work like when welding the reinforcing ribs directly or by joining high strength bolts. Therefore, it is possible to greatly improve the workability and economical efficiency of the structural member having the steel plate concrete structure.

特に、重ね合わせた補強リブの孔内に貫通鉄筋を貫通させることにより、応力伝達効果をより高めることができて重ね長さを短縮することが可能である。   In particular, by penetrating through the reinforcing bars in the holes of the overlapped reinforcing ribs, the stress transmission effect can be further enhanced and the overlapping length can be shortened.

本発明の構造部材の実施形態を示すもので、外殻鋼板どうしを接合する前後の状態を示す斜視図(一部透視図)である。The embodiment of the structural member of the present invention is shown, and is a perspective view (partly perspective view) showing a state before and after joining outer shell steel plates. 同、接合部の平断面図および立断面図である。It is the plane sectional view and standing sectional view of a junction part. 同、補強リブどうしの重ね合わせ状態を示す拡大図である。It is an enlarged view which shows the overlapping state of reinforcement ribs similarly. 同、他の例を示す図である。It is a figure which shows another example same as the above. 本発明の基礎となった構造部材の概要を示すもので、外殻鋼板どうしおよび補強リブどうしを溶接接合した状態を示す斜視図(一部透視図)である。BRIEF DESCRIPTION OF THE DRAWINGS It is a perspective view (partly perspective view) which shows the outline | summary of the structural member used as the foundation of this invention, and shows the state which welded and joined the outer shell steel plates and the reinforcement ribs. 同、接合部の平断面図および立断面図である。It is the plane sectional view and standing sectional view of a junction part.

本発明の実施形態を説明するに先立ち、本発明の基礎となった先行技術について図5〜図6を参照して説明する。
これは本出願人が先に「鋼板コンクリート構造(特願2009−221785)」として提案したもので、外殻鋼板1の内面に複数(図示例では外殻鋼板1の各面にそれぞれ3枚ずつ全12枚)の補強リブ2を溶接してその補強リブ2を外殻鋼板1の一部として断面評価することにより、外殻鋼板1の厚さを40mm以内に抑制しつつそれを有効に補強して部材断面を必要以上に拡大することなく許容応力度を満足するような性能を確保できるものである。
Prior to describing the embodiments of the present invention, the prior art on which the present invention is based will be described with reference to FIGS.
This was previously proposed by the applicant as “steel plate concrete structure (Japanese Patent Application No. 2009-221785)”, and a plurality of pieces are provided on the inner surface of the outer shell steel plate 1 (three on each side of the outer shell steel plate 1 in the illustrated example). By welding the reinforcing ribs 2 of a total of 12 sheets and evaluating the cross-section of the reinforcing ribs 2 as a part of the outer shell steel plate 1, the thickness of the outer shell steel plate 1 is suppressed to 40 mm or less and effectively reinforced. Thus, performance that satisfies the allowable stress level can be ensured without enlarging the member cross section more than necessary.

この場合、外殻鋼板1内に充填されるコンクリート3に対して補強リブ2を確実に一体化させる必要があり、そのためには補強リブ2にスタッドボルトや補助リブ鋼板等の係合手段を設けてコンクリートに対して確実に係合させることが考えられるが、特に図5に示すように補強リブ2として孔あき鋼板を用いることにより補強リブ2に形成されている多数の孔2aが自ずと係合手段として機能するものとなり、したがってスタッドボルトや補助リブ鋼板等の格別の係合手段を設ける必要はないし、従来一般の鋼板コンクリート構造の場合には外殻鋼板1の内面に多数設置する必要があるスタッドボルトの所要本数を大幅に削減ないし省略することも可能なものである。   In this case, it is necessary to reliably integrate the reinforcing rib 2 with the concrete 3 filled in the outer shell steel plate 1. For this purpose, the reinforcing rib 2 is provided with engaging means such as a stud bolt or an auxiliary rib steel plate. It is conceivable to securely engage with concrete. However, as shown in FIG. 5, a large number of holes 2 a formed in the reinforcing rib 2 are naturally engaged by using a perforated steel plate as the reinforcing rib 2. Therefore, it is not necessary to provide special engagement means such as a stud bolt or an auxiliary rib steel plate, and in the case of a conventional general steel plate concrete structure, it is necessary to install a large number on the inner surface of the outer shell steel plate 1. The required number of stud bolts can be greatly reduced or omitted.

以上のことから、上記の鋼板コンクリート構造は十分に有効であって今後の普及が期待されているが、以下の点で若干の改良の余地を残している。
すなわち、柱や梁等の長尺の構造部材に鋼板コンクリート構造を適用する場合、たとえば図6に示すように鋼板コンクリート構造の柱を施工する場合には、所定長さの外殻鋼板1の端部どうしを突き合わせてその外周部どうしを全周にわたって溶接して軸方向に接合したうえでその内部全体にコンクリート3を充填することが一般的であるが、その場合において上記のように外殻鋼板1内に補強リブ2を設ける場合には、接合するべき双方の外殻鋼板1の内面に予め補強リブ2をそれぞれ溶接しておいて、双方の外殻鋼板1の端部どうしを突き合わせると同時に双方の補強リブ2どうしも突き合わせるようにしておき、それら補強リブ2の端部どうしも同様に溶接することになる。
From the above, the above steel plate concrete structure is sufficiently effective and is expected to spread in the future, but there is still room for improvement in the following points.
That is, when a steel plate concrete structure is applied to a long structural member such as a column or beam, for example, when a steel plate concrete structure column is to be constructed as shown in FIG. It is common that the parts are butted together and the outer peripheral parts are welded over the entire circumference and joined in the axial direction, and then the entire interior is filled with concrete 3, in which case the outer shell steel plate as described above When reinforcing ribs 2 are provided in 1, when reinforcing ribs 2 are welded in advance to the inner surfaces of both outer shell steel plates 1 to be joined, the ends of both outer shell steel plates 1 are brought into contact with each other. At the same time, both the reinforcing ribs 2 are abutted against each other, and the ends of the reinforcing ribs 2 are also welded in the same manner.

そのため、外殻鋼板1内において補強リブ2どうしを溶接するための溶接作業が必要となるばかりでなく、外殻鋼板1どうしを溶接するための溶接線と補強リブ2どうしを溶接するための溶接線とが交差するので溶接作業が繁雑になるし高度の施工品質管理も必要とならざるを得ない。
また、外殻鋼板1どうしや補強リブ2どうしを溶接接合することに代えて高力ボルト接合することも考えられなくはないが、その場合には接合部に多数の添え板や多数のボルトが錯綜して相互に干渉してしまうから、施工性の点では溶接による場合と大差はない。
Therefore, not only a welding operation for welding the reinforcing ribs 2 in the outer steel plate 1 is required, but also a welding line for welding the outer steel plates 1 and the welding for welding the reinforcing ribs 2 together. Since the lines intersect, welding work becomes complicated and high construction quality control is unavoidable.
In addition, it is not considered that high-strength bolts are joined instead of welding the outer shell steel plates 1 and the reinforcing ribs 2 together. Since they are complicated and interfere with each other, there is no great difference in terms of workability from welding.

そこで本発明は、補強リブ1どうしの接合手法に改良を加えることにより、外殻鋼板1の内面に補強リブ2を設ける場合における外殻鋼板1どうしの接合作業を大幅に簡略化かつ合理化することを可能としたものであり、以下に本発明の実施形態を図1〜図4を参照して説明する。   Accordingly, the present invention greatly simplifies and rationalizes the joining operation of the outer shell steel plates 1 when the reinforcing rib 2 is provided on the inner surface of the outer shell steel plate 1 by improving the joining method of the reinforcing ribs 1. Embodiments of the present invention will be described below with reference to FIGS.

本実施形態は、上述したように外殻鋼板1の内面に補強リブ2を設ける場合において、接合するべき双方の外殻鋼板1における双方の補強リブ2どうしを直接的に溶接接合したり高力ボルト接合することに代えて、補強リブ2として孔あき鋼板を用いてそれをいわば重ね継手の手法により接合することを主眼とする。   In the present embodiment, when the reinforcing ribs 2 are provided on the inner surface of the outer shell steel plate 1 as described above, both the reinforcing ribs 2 in the outer shell steel plates 1 to be joined are directly welded or high strength is provided. Instead of bolt joining, the main purpose is to use a perforated steel sheet as the reinforcing rib 2 and to join it by a so-called lap joint method.

すなわち、本実施形態においては、図1に示すように補強リブ2として多数の孔2aを形成している帯板状の孔あき鋼板を用いてその補強リブ2を接合するべき双方の外殻鋼板1の内面に軸方向に沿って所定位置に所定間隔で予め溶接しておくのであるが、(a)に示すように一方(図示例では下側)の外殻鋼板1に設ける補強リブ2はその先端部(上端部)を外殻鋼板1の端部(上端部)よりも所定寸法(重ね継手として機能するに十分な重ね長さに相当する寸法)だけ上方に突出せしめておく。   That is, in this embodiment, as shown in FIG. 1, both outer shell steel plates to which the reinforcing ribs 2 are to be joined by using a strip-like perforated steel plate in which a large number of holes 2a are formed as the reinforcing ribs 2 The reinforcing ribs 2 provided on one of the outer shell steel plates 1 (the lower side in the illustrated example) are welded in advance to the inner surface of 1 at predetermined positions along the axial direction at predetermined intervals. The front end (upper end) is protruded above the end (upper end) of the outer shell steel plate 1 by a predetermined dimension (a dimension corresponding to a lap length sufficient to function as a lap joint).

また、その外殻鋼板1に対して接合するべき他方(図示例では上側)の外殻鋼板1に設ける補強リブ2は突出させることなく単にこの外殻鋼板1の内部に設置しておけば良いが、図1(b)および図2に示すように双方の外殻鋼板1の端部どうしを突き合わせた状態では一方の補強リブ2の突出部が他方の補強リブ2に対して自ずと重ね合わされるようにしておく。
そのためには、一方の外殻鋼板1に対する補強リブ2の設置位置に対して、他方の外殻鋼板1に対する補強リブ2の設置位置を、補強リブ2の厚さ寸法相当分だけずらしておけば良い。換言すれば、双方の補強リブ2どうしを重ね合わせることで双方の外殻鋼板1の軸線が自ずと合致するように双方の補強リブ2の位置を予め設定しておけば良い。それにより、双方の補強リブ2は外殻鋼板1の建方時におけるエレクションピースとしても機能するものとなるから、他に格別のエレクションピースを設ける必要はなくそれを省略することも可能である。
Further, the reinforcing rib 2 provided on the other (upper example in the figure) outer shell steel plate 1 to be joined to the outer shell steel plate 1 may be simply installed inside the outer shell steel plate 1 without protruding. However, as shown in FIG. 1B and FIG. 2, the protruding portion of one reinforcing rib 2 naturally overlaps the other reinforcing rib 2 in a state where the end portions of both the outer shell steel plates 1 are in contact with each other. Keep it like that.
For that purpose, the installation position of the reinforcing rib 2 with respect to the other outer shell steel plate 1 is shifted by an amount corresponding to the thickness dimension of the reinforcing rib 2 with respect to the installation position of the reinforcing rib 2 with respect to one outer shell steel plate 1. good. In other words, the positions of both reinforcing ribs 2 may be set in advance so that the axial lines of both outer shell steel plates 1 naturally coincide with each other by overlapping the two reinforcing ribs 2 with each other. As a result, both the reinforcing ribs 2 also function as erection pieces when the outer shell steel plate 1 is constructed. Therefore, it is not necessary to provide a special erection piece, and it is possible to omit it.

さらに、双方の補強リブ2どうしが重ね合わせられた状態においては、図3に示すように双方の補強リブ2に形成されている孔2aの位置が自ずと合致するように各孔2aの径と位置と間隔とを相互に関連づけて設定しておく。   Further, in the state where the two reinforcing ribs 2 are overlapped with each other, as shown in FIG. 3, the diameter and position of each hole 2a so that the positions of the holes 2a formed in both the reinforcing ribs 2 naturally match each other. And the interval are set in association with each other.

そのようにして外殻鋼板1の端部どうしを突き合わせるとともに補強リブ2どうしを重ね合わせた後、外殻鋼板1の端部どうしを全周にわたって溶接し、しかる後に外殻鋼板1内全体にコンクリート3を充填して構造部材を施工すれば、双方の補強リブ2どうしが重ね継手の形態でコンクリート3を介して構造的に接合される。
つまり、通常のように双方の補強リブ2どうしを溶接接合あるいは高力ボルト接合等の手法によって直接的に接合せずとも、それらを単に重ね合わせるだけで、双方の補強リブ2どうしがその周囲に充填されるコンクリート3の付着力と双方の孔2a内に入り込んだコンクリート3のせん断耐力によって応力伝達可能な状態で強固に接合される。
After the end portions of the outer shell steel plate 1 are butted together and the reinforcing ribs 2 are overlapped in this manner, the end portions of the outer shell steel plate 1 are welded over the entire circumference, and then the entire inner surface of the outer shell steel plate 1 is formed. If the structural member is constructed by filling the concrete 3, both the reinforcing ribs 2 are structurally joined via the concrete 3 in the form of lap joints.
That is, even if both reinforcing ribs 2 are not directly joined to each other by a technique such as welding joining or high-strength bolt joining as usual, both reinforcing ribs 2 are placed around them by simply overlapping them. Due to the adhesive strength of the concrete 3 to be filled and the shear strength of the concrete 3 that has entered both the holes 2a, the concrete 3 is firmly joined in a state where stress can be transmitted.

したがって本発明の構造部材は、図5〜図6に示したものと同様に外殻鋼板1内に補強リブ3を設けることによって外殻鋼板1の厚さを40mm以下に制限しつつ必要最小限の断面積で許容応力度を満足し得るものとでき、またスタッドボルトの所要本数を大幅に軽減ないし省略できることはもとより、補強リブ2どうしを直接的に溶接接合したり高力ボルト接合する場合のような煩雑かつ面倒な作業を必要とせずに外殻鋼板1どうしを接合するだけで良いから、鋼板コンクリート構造の構造物の施工に際してその施工性と経済性を大きく改善することができる。   Therefore, the structural member of the present invention is the minimum necessary while limiting the thickness of the outer shell steel plate 1 to 40 mm or less by providing the reinforcing ribs 3 in the outer shell steel plate 1 as shown in FIGS. The cross-sectional area can satisfy the allowable stress level, and the required number of stud bolts can be greatly reduced or omitted, as well as when the reinforcing ribs 2 are directly welded or joined with high-strength bolts. Since it is only necessary to join the outer shell steel plates 1 without requiring such a complicated and troublesome work, the workability and economical efficiency of the construction of the steel plate concrete structure can be greatly improved.

なお、双方の補強リブ2を重ね合わせたうえで、たとえば図4に示すように全てあるいは一部の孔2a内に貫通鉄筋4を配筋すれば、応力伝達効果をより高めることができて重ね長さを短縮することが可能となる。
また、上述したように双方の補強リブ2どうしは密着状態で重ね合わせることが好ましく、それによりエレクションピースの機能をもたせることもできるが、必ずしもそうすることはなく、補強リブ2どうしを密着状態で重ね合わせずとも所望の接合強度が確保できる場合(つまり、いわゆるあき重ね継手として機能し得る場合)には、双方の補強リブ2どうしを若干の隙間を確保した状態で重ね合わせることも許容される。
If both reinforcing ribs 2 are overlapped and then the penetrating reinforcing bars 4 are arranged in all or a part of the holes 2a as shown in FIG. 4, for example, the stress transmission effect can be further enhanced. The length can be shortened.
Further, as described above, it is preferable that the two reinforcing ribs 2 are overlapped with each other in a close contact state, whereby the function of the erection piece can be provided, but this is not necessarily the case, and the reinforcing ribs 2 are in close contact with each other. When a desired joint strength can be ensured without overlapping (that is, when it can function as a so-called perforated lap joint), it is allowed to overlap both reinforcing ribs 2 with a slight gap therebetween. .

いずれにしても、補強リブ2どうしの重ね長さは、重ね継手ないしあき重ね継手として有効に機能して所望の応力伝達効果が得られるように設定すれば良く、補強リブ2の断面形状や設置本数、設置間隔、コンクリート3の強度はもとより、補強リブ2に形成する孔2aの大きさやそれらの間隔も考慮して最適に設定すれば良い。   In any case, the overlap length of the reinforcing ribs 2 may be set so that it effectively functions as a lap joint or a lap joint so as to obtain a desired stress transmission effect. What is necessary is just to set optimally also considering the magnitude | size of the hole 2a formed in the reinforcement rib 2, and those space | intervals as well as a number, installation space | interval, and the intensity | strength of concrete 3. FIG.

そして、必要であれば上記実施形態のように下側の外殻鋼板1における補強リブ2を上方に突出させるばかりでなく、図4に鎖線で示しているように上側の外殻鋼板1に設ける補強リブ2の下端部も下方に突出させてその先端部(下端部)を下側の外殻鋼板1内において下側の補強リブ2に対して重ね合わせることでも良い。
勿論、上記実施形態のように下側の外殻鋼板1に設ける補強リブ2の上端部を上方に突出させることに代えて、全体の天地を逆にして上側の外殻鋼板1に設ける補強リブ2の下端部を下方に突出させ、下側の外殻鋼板1の補強リブ2は突出させずにおいても同様である。
If necessary, the reinforcing ribs 2 in the lower outer steel plate 1 are protruded upward as in the above-described embodiment, and are provided on the upper outer steel plate 1 as indicated by a chain line in FIG. The lower end portion of the reinforcing rib 2 may be protruded downward, and the tip end portion (lower end portion) may be overlapped with the lower reinforcing rib 2 in the lower outer shell steel plate 1.
Of course, instead of projecting the upper end of the reinforcing rib 2 provided on the lower outer steel plate 1 upward as in the above embodiment, the reinforcing rib provided on the upper outer steel plate 1 with the whole top and bottom reversed. The same applies to the case where the lower end portion of 2 is protruded downward and the reinforcing rib 2 of the lower shell steel plate 1 is not protruded.

さらに、上記実施形態は鋼板コンクリート構造の柱への適用例であるが、本発明は柱に限らず梁その他の構造部材に対しても同様に適用できることはいうまでもない。   Furthermore, although the said embodiment is an example applied to the column of a steel plate concrete structure, it cannot be overemphasized that this invention can be similarly applied not only to a column but to a beam and other structural members.

1 外殻鋼板
2 補強リブ(孔あき鋼板)
2a 孔
3 コンクリート
4 貫通鉄筋
1 Outer steel plate 2 Reinforcing rib (perforated steel plate)
2a hole 3 concrete 4 penetrating rebar

Claims (2)

中空の閉鎖断面とした外殻鋼板の端部どうしを突き合わせて接合することによりそれら外殻鋼板どうしを軸方向に連結し、それら外殻鋼板の内部にコンクリートを充填して形成する鋼板コンクリート構造の構造部材であって、
前記外殻鋼板の内面に多数の孔を形成した孔あき鋼板からなる補強リブを軸方向に沿って溶接し、
接合するべき双方の外殻鋼板の少なくともいずれか一方の外殻鋼板における前記補強リブを該外殻鋼板の端部から突出せしめて、双方の外殻鋼板の端部どうしを突き合わせることにより一方の外殻鋼板から突出している補強リブの突出部を他方の外殻鋼板内に挿入するとともに該突出部を他方の外殻鋼板内に溶接した他方の補強リブに対して双方の孔の位置を合致させた状態で重ね合わせ、
前記外殻鋼板の端部どうしを溶接し、
その状態で双方の外殻鋼板内にコンクリートを充填することにより双方の補強リブどうしを該コンクリートを介して応力伝達可能に接合してなることを特徴とする鋼板コンクリート構造の構造部材。
The steel plate concrete structure is formed by connecting the outer steel plates in the axial direction by abutting and joining the ends of the outer steel plates with a hollow closed cross section and filling the inside of the outer steel plates with concrete. A structural member,
Welding a reinforcing rib made of a perforated steel sheet having a large number of holes formed on the inner surface of the outer shell steel sheet along the axial direction;
The reinforcing ribs of at least one of the outer shell steel plates to be joined are protruded from the end portions of the outer shell steel plates, and the end portions of both outer shell steel plates are brought into contact with each other. Insert the protrusion of the reinforcing rib protruding from the outer steel plate into the other outer steel plate, and match the position of both holes to the other reinforcing rib welded into the other outer steel plate In a state where
Welding the ends of the outer shell steel plates,
A structural member having a steel plate concrete structure in which both the reinforcing ribs are joined to each other through the concrete by filling the outer shell steel plates with concrete in that state.
請求項1記載の鋼板コンクリート構造の構造部材であって、
双方の補強リブを重ね合わせて合致させた双方の孔内に貫通鉄筋を挿通したことを特徴とする鋼板コンクリート構造の構造部材。
It is a structural member of the steel plate concrete structure according to claim 1,
A structural member of a steel plate concrete structure, characterized in that a penetration reinforcing bar is inserted into both holes in which both reinforcing ribs are overlapped and matched.
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