JP2000038803A - Slippage prevention structure for both members in composite structural body of steel plate and concrete - Google Patents
Slippage prevention structure for both members in composite structural body of steel plate and concreteInfo
- Publication number
- JP2000038803A JP2000038803A JP10205498A JP20549898A JP2000038803A JP 2000038803 A JP2000038803 A JP 2000038803A JP 10205498 A JP10205498 A JP 10205498A JP 20549898 A JP20549898 A JP 20549898A JP 2000038803 A JP2000038803 A JP 2000038803A
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- Prior art keywords
- steel
- joint
- concrete
- steel pipe
- steel plate
- Prior art date
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Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、開削トンネル、下
水処理場、建築物などの土木建築構造物において、鋼管
矢板、鋼矢板等が用いられた鋼構造あるいは鋼・コンク
リート合成構造の壁、あるいは、Ｈ形鋼、角鋼管等が用
いられた鋼構造あるいは鋼・コンクリート合成構造の柱
と、鉄筋コンクリート床版あるいは鉄筋コンクリート梁
との接合部などに施工される、鋼板とコンクリートとの
合成構造体における両部材のずれ止め構造とその施工方
法に関するものである。The present invention relates to a steel structure or a steel-concrete composite structure wall using a steel pipe sheet pile, a steel sheet pile, or the like in civil engineering and building structures such as open tunnels, sewage treatment plants, and buildings. In steel and concrete composite structures, such as joints between steel structure or steel / concrete composite columns using steel, H-section steel, square steel pipes, etc., and reinforced concrete slabs or reinforced concrete beams. The present invention relates to a structure for preventing a member from slipping and a method for performing the structure.
【０００２】[0002]
【従来の技術】従来の鋼構造あるいは鋼・コンクリート
合成構造の壁、あるいは鋼構造あるいは鋼・コンクリー
ト合成構造の柱における鋼板と鉄筋コンクリート床版あ
るいは鉄筋コンクリート梁との接合構造としては、(a)
図９に示す鉄筋スタッド方式および、(b) 図１０に示す
差し筋方式、(c) 図１１，１２，１３に示す鋼製地中連
続壁の場合のねじ・スクイズ式継手を介しての差し筋方
式等がある。2. Description of the Related Art Conventionally, a joint structure between a steel plate and a reinforced concrete floor slab or a reinforced concrete beam in a steel structure or a steel / concrete composite structure wall or a steel structure or a steel / concrete composite structure column is as follows.
A reinforcing bar stud system shown in Fig. 9 and a reinforcing bar system shown in (b) Fig. 10 and (c) a steel underground continuous wall shown in Figs. There are muscle methods.
【０００３】図９に示す(a) 鉄筋スタッド方式は、鋼製
壁等の構成する鋼板１の側面に異形鉄筋からなるせん断
鉄筋２の根元３が当接され、この当接部がスタッド溶接
４される。なお、これらの外側に地中連続壁や床版等と
なるコンクリート５が打設される。図１０に示す差し筋
方式では、鋼板１に開設した孔部６を挿通してコンクリ
ートが中詰めされた鋼製壁と床版を構築する側に異形鉄
筋からなる差し込み鉄筋７が伸長している。なお、これ
らの周囲に壁や床版となるコンクリート５が打設されて
いる。[0003] (a) In the rebar stud system shown in FIG. 9, a root 3 of a shear reinforcing bar 2 made of a deformed reinforcing bar is brought into contact with a side surface of a steel plate 1 constituting a steel wall or the like. Is done. In addition, concrete 5 which becomes an underground continuous wall, a floor slab, etc. is cast outside these. In the reinforcing bar system shown in FIG. 10, a steel bar 1 filled with concrete is inserted through a hole 6 formed in the steel plate 1 and a reinforcing bar 7 composed of a deformed reinforcing bar extends on the side where the floor slab is constructed. . A concrete 5 serving as a wall or a floor slab is cast around these.
【０００４】前記(a) 鉄筋スタッド方式（図９）およ
び、(b) 差し筋方式（図１０）では、異形鉄筋のコンク
リート中への定着により、引き抜き抵抗力を有するの
で、鋼板１とコンクリート５との離間を抑制しずれが大
きくなってもせん断強度を維持できる利点があるが、そ
の反面次の欠点がある。In the (a) rebar stud method (FIG. 9) and the (b) rebar method (FIG. 10), the deformed rebar has a pull-out resistance due to anchoring in the concrete. There is an advantage that the shear strength can be maintained even if the deviation is increased by suppressing the separation from the substrate, but there is the following disadvantage.
【０００５】〔(a) 鉄筋スタッド方式の欠点〕 スタッド溶接４を施す鋼板１が、床版に対するずれ
止めとして機能するときに、この鋼板１の溶接部近傍に
局所的に応力および変形が集中する傾向があり、鋼板が
薄い場合、補強が必要となる。 スタッド溶接４には、溶接アークの均一性および、
溶着金属のたれ防止が要求されるため、その異形鉄筋の
スタッド径に上限があり、現状では横向きでＤ２２まで
で、太い鉄筋は使用できない。このため、要求されるず
れ止め耐力が大きいときは、異形鉄筋（スタッド鉄筋）
の本数増大で対応するが、これでは材料費、溶接手間が
増える。 異形鉄筋のスタッド溶接４には、スタッド溶接用機
器が必要であり、特に横向きスタッド溶接の場合には、
品質管理のための特別のシステムが必要であるため、現
場でスタッド溶接する際には、作業スペース等の制約を
受け、建設コストが上がる。[(A) Defects of the rebar stud system] When the steel plate 1 to be subjected to the stud welding 4 functions as a stopper for the floor slab, stress and deformation are locally concentrated near the welded portion of the steel plate 1. There is a tendency, and when the steel sheet is thin, reinforcement is required. Stud welding 4 has uniformity of welding arc and
Since it is required to prevent the deposited metal from sagging, there is an upper limit to the stud diameter of the deformed reinforcing bar. For this reason, when the required shear resistance is large, deformed reinforcing bars (stud reinforcing bars)
However, this will increase material costs and welding time. Stud welding 4 for deformed reinforcing bars requires stud welding equipment, especially in the case of horizontal stud welding.
Since a special system for quality control is required, when a stud is welded on site, the construction space is limited, and the construction cost is increased.
【０００６】〔(b) 差し筋方式の欠点〕 差し込み鉄筋７を施す位置の鋼板１に孔部６をあけ
るため鋼板１の断面欠損に対する補強板８（図１０に示
す）が必要となる。 鋼板１が断面Ｈ形の鋼製部材の前面のフランジの場
合、この鋼板１の背面側への差し込み鉄筋７の定着具
が、前記鋼製部材の桁高よりも長いときは、その背面側
のフランジに前記差し込み鉄筋７の後端部をネジ継手あ
るいは溶接で接合定着する必要がある。[(B) Defects of the reinforcing bar method] In order to form a hole 6 in the steel plate 1 at the position where the insertion reinforcing bar 7 is to be provided, a reinforcing plate 8 (shown in FIG. 10) is required for the cross-sectional defect of the steel plate 1. When the steel plate 1 is a flange on the front surface of a steel member having an H-shaped cross section, when the fixing tool of the insertion reinforcing bar 7 to the back side of the steel plate 1 is longer than the girder height of the steel member, It is necessary to fix the rear end of the inserted reinforcing bar 7 to the flange by means of a screw joint or welding.
【０００７】〔(a) 鉄筋スタッド方式，(b) 差し筋方式
に共通の欠点〕 異形鉄筋は曲げ剛性が小さいため、コンクリートか
らの支圧が鉄筋スタッドの根元に集中し、かつずれ止め
剛性が小さい。 ずれ直角方向の異形鉄筋の見付け幅が狭く、且つコ
ンクリートからの支圧が根元に集中することから、コン
クリートとの支圧面積が小さくなるため、コンクリート
の支圧耐破壊力が低下する。 予め、工場や現場作業ヤードでスタッド溶接４ある
いは、差し込み鉄筋７をセットした部材は、現場での組
立て等の作業性を低下あるいは不能にさせる。 特に、鋼製地中連続壁の場合には、掘削溝壁面と断
面Ｈ形その他の鋼製部材のフランジ面との離間距離が５
０ｍｍ〜１００ｍｍ以下となる場合があり、の適用は
不可である。[(A) Defects common to the rebar stud method and (b) the rebar method] Since the deformed rebar has low bending stiffness, the bearing force from concrete concentrates on the root of the rebar stud, and the rigidity for preventing slippage is low. small. Since the found width of the deformed reinforcing bar in the direction perpendicular to the deviation is narrow, and the bearing pressure from the concrete is concentrated at the root, the bearing area with the concrete is reduced, so that the bearing strength of the concrete is reduced. A member in which the stud welding 4 or the insertion reinforcing bar 7 is set in advance in a factory or a site work yard reduces or disables workability such as assembly at the site. In particular, in the case of a steel underground continuous wall, the separation distance between the excavation groove wall surface and the flange surface of the H-shaped section or other steel members is 5 mm.
It may be 0 mm to 100 mm or less, and is not applicable.
【０００８】次に、図１１〜図１３に示す(c) 鋼製地中
連続壁の場合のねじ・スクイズ式継手を介しての差し筋
方式にあっては、泥水掘削した溝１０に鋼製地中連続壁
用の断面Ｈ形の鋼製部材１１を建て込む際、掘削溝壁面
１２と鋼製部材１１のフランジ１３側面との離間距離が
５０ｍｍ〜１２０ｍｍ以下（設計離間距離：１００〜１
５０ｍｍ、鋼製部材建て込み誤差３０〜５０ｍｍ）とな
る場合があるので、従来は、継手用鋼管（鋼製カプラ
ー）１４を先端に圧着した連結用鉄筋１５を、予め鋼製
部材１１のフランジ孔１６に通してセットした状態で建
て込み、継手用鋼管１４を保護しながら掘削溝１０にコ
ンクリート５を打設していた。Next, in the case of (c) a reinforcing rod through a screw / squeeze type joint in the case of a steel underground continuous wall shown in FIG. 11 to FIG. When the H-shaped steel member 11 for the underground continuous wall is erected, the separation distance between the excavation groove wall surface 12 and the side of the flange 13 of the steel member 11 is 50 mm to 120 mm or less (design separation distance: 100 to 1).
Conventionally, a connecting steel bar 15 having a steel pipe for fitting (steel coupler) 14 crimped to the tip thereof is inserted into a flange hole of the steel member 11 in advance. The concrete 5 was poured into the excavation groove 10 while protecting the steel pipe 14 for joints while being set in a state where it was set through the pipe 16.
【０００９】そして、鋼製地中連続壁１７が完成してか
ら土砂掘削した後、鉄筋コンクリート躯体工事におい
て、中間継手（鋼製カプラー）１８を先端に圧着した主
鉄筋１９および、ずれ止め用のせん断鉄筋２０を、それ
ぞれ中継雄ねじ２１を介して継手用鋼管１４に接合して
いた。また、作用するせん断力が小さい場合は、せん断
鉄筋２０の代替として鋼製部材１１のフランジ１３に所
要長さの頭付きスタッドを溶接することもあった。After excavating the earth and sand after the steel underground continuous wall 17 is completed, in the reinforced concrete skeleton work, a main reinforcing bar 19 having an intermediate joint (steel coupler) 18 crimped to the tip thereof and a shearing bar for preventing slippage. The rebar 20 was joined to the joint steel pipe 14 via the relay male screw 21. When the acting shearing force is small, a stud with a required length may be welded to the flange 13 of the steel member 11 instead of the shearing reinforcing bar 20.
【００１０】〔(c) ねじ・スクイズ式継手を介しての差
し筋方式の欠点〕 鋼製部材１１フランジ１３に継手用鋼管１４を貫通
するため図１０に示す(b) 差し筋方式の場合以上に、鋼
製部材１１のフランジ孔１６による断面欠損が大きく、
補強板２３による断面補強が不可欠となる。 (b) 差し筋方式の欠点における場合と同様に、鋼
製部材１１の背面側への連結用鉄筋１５の定着長が鋼製
部材１１の桁高より長い場合には、鋼製部材１１の背面
側のフランジ１３ａにねじ継手２４あるいは溶接で接合
定着する必要がある。 せん断鉄筋２０の根元に雌ねじを有する中間継手１
８を圧着する圧着カプラー利用ねじ継手は、コストが高
い。 頭付きスタッド２２は、１本当りのずれ止め耐力が
小さいので、設計せん断力に対し、必要本数が多くな
り、床版接合部２５の範囲に収まらないことがある。[(C) Defects of Reinforcing Method via Screw / Squeeze Type Joint] In order to penetrate the steel pipe 11 for fitting into the steel member 11 flange 13 as shown in FIG. In addition, the sectional loss due to the flange hole 16 of the steel member 11 is large,
Section reinforcement by the reinforcing plate 23 is indispensable. (b) In the same manner as in the case of the defect of the reinforcing member method, when the fixing length of the connecting reinforcing bar 15 to the back side of the steel member 11 is longer than the girder height of the steel member 11, the back surface of the steel member 11 It is necessary to join and fix to the flange 13a on the side by a screw joint 24 or welding. Intermediate joint 1 having a female screw at the root of shear reinforcing bar 20
The screw joint using a crimping coupler for crimping 8 is expensive. Since the studs 22 with heads have a small resistance to slippage per stud, the number of studs 22 required for the design shearing force increases, and the studs 22 may not fit in the range of the floor slab joint 25.
【００１１】[0011]
【発明が解決しようとする課題】鋼板とコンクリートと
の合成構造体において、両部材のずれ止めのための従来
の接合構造である(a) 鉄筋スタッド方式、(b) 差し筋方
式、(c) 鋼製地中連続壁の場合のねじ・スクイズ式継手
を介しての差し筋方式のいずれも、その施工性、強度等
の面で欠点を有していた。本発明は前記従来の欠点を改
良した鋼板とコンクリートとの合成構造体における両部
材のずれ止め構造とその施工方法を提供することを目的
とする。SUMMARY OF THE INVENTION In a composite structure of steel plate and concrete, a conventional joining structure for preventing slippage of both members is provided. (A) Reinforcing stud system, (b) Rebar system, (c) In the case of steel underground continuous wall, any of the rebar methods using a screw / squeeze type joint has drawbacks in terms of workability, strength and the like. SUMMARY OF THE INVENTION It is an object of the present invention to provide a structure for preventing slippage of both members in a composite structure of a steel plate and a concrete, in which the disadvantages of the related art are improved, and a method for constructing the structure.
【００１２】[0012]
【課題を解決するための手段】本発明に係る鋼板とコン
クリートとの合成構造体における両部材のずれ止め構造
は、前記両部材の境界面に位置して、前記鋼板に継手用
鋼管が溶接されており、この継手用鋼管と、コンクリー
トに埋設されて所要の引抜き抵抗力を有する棒鋼とが、
ねじ加工継手、ねじ節鉄筋継手、圧着継手、溶融金属充
填継手、モルタル充填継手のいずれか又は、これらを組
み合わせた継手により接合されている構成を特徴とす
る。According to the present invention, in a composite structure of a steel plate and a concrete according to the present invention, a structure for preventing displacement of both members is provided at a boundary surface between the two members, and a steel pipe for joint is welded to the steel plate. This joint steel pipe and a steel bar embedded in concrete and having the required pull-out resistance,
It is characterized in that it is joined by any one of a threaded joint, a threaded joint, a crimped joint, a molten metal-filled joint, and a mortar-filled joint, or a joint obtained by combining these.
【００１３】本発明において、前記鋼板が、継手を有す
る鋼板材又は、鋼製地中連続壁の床版との接合部に配置
された鋼製地中連続壁用の鋼製部材を構成するフランジ
であり、前記鋼板材又は鋼製フランジに掘削溝壁とフラ
ンジ外面との離間距離以下の突出長さの前記継手用鋼管
が溶接されていることを特徴とする。[0013] In the present invention, the steel plate may be a steel plate having a joint or a steel member for a steel underground continuous wall disposed at a joint of the steel underground continuous wall with a floor slab. Wherein the steel pipe or the steel flange is welded with the joint steel pipe having a protruding length equal to or less than a separation distance between the excavation groove wall and the outer surface of the flange.
【００１４】本発明に係る鋼板とコンクリートとの合成
構造体の施工方法は、前記両部材の境界面に位置して前
記鋼板に予め継手用鋼管を溶接し、この継手用鋼管と、
コンクリートに埋設されて所要の引抜き抵抗力を有する
棒鋼とを、ねじ加工継手、ねじ節鉄筋継手、圧着継手、
溶融金属充填継手、モルタル充填継手のいずれか又は、
これらを組み合わせた継手により接合し、その後前記棒
鋼が埋設されるようにコンクリートを打設することを特
徴とする。According to the method for constructing a composite structure of a steel sheet and concrete according to the present invention, a steel pipe for a joint is welded in advance to the steel sheet at a boundary surface between the two members,
With steel bars embedded in concrete and having the required pull-out resistance, threaded joints, threaded joints, crimped joints,
Either molten metal filled joint, mortar filled joint or
It is characterized by joining by a joint combining these, and then casting concrete so that the steel bar is buried.
【００１５】本発明において、前記鋼板の建込み施工前
に、継手用鋼管のみを当該鋼板に溶接しておき、建込み
施工後に、前記継手用鋼管と前記棒鋼とを前記継手を介
して接合することを特徴とする。[0015] In the present invention, only the steel pipe for joint is welded to the steel sheet before the construction work of the steel sheet, and after the construction work, the steel pipe for joint and the steel bar are joined via the joint. It is characterized by the following.
【００１６】また、本発明において、前記鋼板を、鋼製
地中連続壁の床版との接合部に配置して鋼製地中連続壁
用鋼製部材を構成するフランジとして構成し、前記鋼部
材又は鋼製フランジに掘削溝壁とフランジ外面との離間
距離以下の突出長さの前記継手用鋼管を溶接することを
特徴とする。Further, in the present invention, the steel plate is arranged as a flange constituting a steel member for a steel underground continuous wall by arranging the steel plate at a joint portion of the steel underground continuous wall with a floor slab. The steel pipe for a joint having a protruding length equal to or less than a separation distance between an excavation groove wall and an outer surface of a flange is welded to a member or a steel flange.
【００１７】本発明によると、鋼材の断面欠損を生じさ
せないで、鋼材の側面に固着した継手用鋼管を介して棒
鋼を当該鋼材に固着するので、少ない鋼材量で大きなず
れ止め耐力を発現でき、かつ鋼材補強が不要となるう
え、早期のコンクリート圧壊を抑制し、高いずれ止め剛
性により鋼材とコンクリートとの一体性を向上させる。According to the present invention, the steel bar is fixed to the steel material via the joint steel pipe fixed to the side surface of the steel material without causing a cross-sectional defect of the steel material. In addition, steel material reinforcement is not required, and concrete crushing at an early stage is suppressed, and the integrity of steel material and concrete is improved by high rigidity.
【００１８】[0018]
【発明の実施の形態】以下本発明の実施形態を図を参照
して説明する。図１は本発明の第１実施形態として、ね
じ加工継手を用いた結合例を示し、鋼板１の側面に雌ね
じ２６を有する継手用鋼管２７が、アーク溶接による隅
肉溶接２８により固定されている。一方、異形鉄筋から
なるせん断鉄筋２９の一端を膨径し、この膨径部３０に
雄ねじ３１が刻設され、この雄ねじ３１を雌ねじ２６に
螺合することで、継手用鋼管２７にせん断鉄筋２９が固
着されている。なお、せん断鉄筋２９の端部には、膨径
部３０を設けることなく雄ねじ３１を加工してもよく、
その場合は、ねじ部の断面欠損を考慮して設計する。ま
た、継手用鋼管２７の鋼板１への溶接は、アーク溶接に
よる隅肉溶接２８が基本仕様であるが、所要のせん断強
度を有するスタッド溶接等の熱間圧接でもよい。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment of the present invention will be described below with reference to the drawings. FIG. 1 shows a connection example using a threaded joint as a first embodiment of the present invention, in which a joint steel pipe 27 having a female screw 26 on a side surface of a steel plate 1 is fixed by fillet welding 28 by arc welding. . On the other hand, one end of a shear reinforcing bar 29 made of deformed reinforcing bar is expanded, and a male screw 31 is engraved on the expanded portion 30, and the male screw 31 is screwed into the female screw 26, so that the shear reinforcing bar 29 is formed on the joint steel pipe 27. Is fixed. The external thread 31 may be machined at the end of the shear reinforcing bar 29 without providing the enlarged diameter portion 30.
In that case, the design is made in consideration of the cross-sectional defect of the threaded portion. The welding of the joint steel pipe 27 to the steel plate 1 is basically a fillet weld 28 by arc welding, but may be hot press welding such as stud welding having a required shear strength.
【００１９】図２，図３は、本発明の第２実施形態とし
て、ねじ・スクイズ式継手の例を示し、この第２実施形
態では、鋼板１の側面に、第１実施形態に示すものと同
じ雌ねじ２６を内側に有する継手用鋼管２７が隅肉溶接
２８で予め固着されており、この継手用鋼管２７と中間
継手３２とが中継ボルト３３を介して接合され、中間継
手３２には異形鉄筋からなるせん断鉄筋２９が圧着され
る。FIGS. 2 and 3 show an example of a screw-squeeze type joint as a second embodiment of the present invention. In the second embodiment, the side surface of the steel plate 1 is different from that shown in the first embodiment. A joint steel pipe 27 having the same internal thread 26 inside is fixed in advance by fillet welding 28, and the joint steel pipe 27 and the intermediate joint 32 are joined via a relay bolt 33. Is sheared.
【００２０】中間継手３２はその一端側に中継ボルト３
３が螺合する雌ねじ２６が刻設され、他端側に凹部３５
が形成され、この凹部３５にせん断鉄筋２９の根元部が
所定長挿入され、中間継手３２の外周を圧着すること
で、せん断鉄筋２９が中間継手３２に固着されている。
前述のようにして、せん断鉄筋２９を圧着した中間継手
３２の雌ねじ２６と継手用鋼管２７の雌ねじ２６間を雄
ねじ加工した中継ボルト３３で接合することで、鋼板１
とせん断鉄筋２９とが固着される。The intermediate joint 32 has a relay bolt 3 at one end thereof.
3 is screwed into the female screw 26, and the other end is provided with a concave portion 35.
The root of the shear reinforcing bar 29 is inserted into the recess 35 for a predetermined length, and the outer periphery of the intermediate joint 32 is crimped, so that the shear reinforcing bar 29 is fixed to the intermediate joint 32.
As described above, the female screw 26 of the intermediate joint 32 to which the shear reinforcing bar 29 is crimped and the female screw 26 of the steel pipe 27 for the joint are joined by the relay bolt 33 which is externally threaded.
And the shear reinforcement 29 are fixed.
【００２１】図４は本発明の第３実施形態として、ねじ
節鉄筋継手の例を示す。この実施形態では、ねじ節鉄筋
からなるせん断鉄筋２９ａのねじ節ピッチに対応する雌
ねじ２６ａが内周に刻設された継手用鋼管２７が、鋼板
１の側面に隅肉溶接２８で固着されており、せん断鉄筋
（ねじ節鉄筋）２９ａのねじ節３６が継手用鋼管２７の
雌ねじ２６ａに螺合されている。さらに、せん断鉄筋２
９ａのねじ節ピッチに対応する雌ねじ２６ａを有するナ
ット４８がせん断鉄筋２９ａに螺合され、継手用鋼管２
７の端部に締め付けることで、鋼板１にせん断鉄筋２９
ａが締結されている。FIG. 4 shows an example of a threaded steel bar joint as a third embodiment of the present invention. In this embodiment, a joint steel pipe 27 in which a female screw 26a corresponding to a screw joint pitch of a shear reinforcing bar 29a formed of a screw joint reinforcing bar is engraved on the inner periphery is fixed to a side surface of the steel plate 1 by fillet welding 28. The threaded joint 36 of the shear reinforcing bar (threaded bar) 29a is screwed into the female screw 26a of the steel pipe 27 for joint. In addition, shear reinforcing bar 2
A nut 48 having a female screw 26a corresponding to a thread joint pitch of 9a is screwed to the shear reinforcing bar 29a,
7 to the steel plate 1 by shearing
a has been concluded.
【００２２】図５は本発明の第４実施形態として、圧着
継手を示し、鋼板１の側面に予め異形鉄筋からなるせん
断鉄筋２９の外径より大径の継手用鋼管２７が、隅肉溶
接２８により固着されており、この継手用鋼管２７にせ
ん断鉄筋２９の根元部が差込まれ、継手用鋼管２７の圧
着部３７を冷間で油圧により圧着することにより、せん
断鉄筋２９が継手用鋼管２７を介して鋼板１に接合され
る。FIG. 5 shows a crimped joint according to a fourth embodiment of the present invention. A joint steel pipe 27 having a diameter larger than the outer diameter of a shear reinforcing bar 29 made of a deformed reinforcing bar is previously provided on the side surface of the steel plate 1. The root portion of the shear steel 29 is inserted into the steel pipe 27 for joint, and the crimping part 37 of the steel pipe 27 for joint is cold-pressed with hydraulic pressure, whereby the shear steel 29 is joined to the steel pipe 27 for joint. To the steel plate 1.
【００２３】図６〜図８は本発明の第５実施形態とし
て、ずれ止め構造が鋼製地中連続壁３８と鉄筋コンクリ
ート床版３９との接合部４０に実施された例を示す。こ
の第５実施形態では、鋼製地中連続壁３８を構成する鋼
製部材１１が、鋼板からなるウエブ４２と、前後両側の
フランジ１３，１３ａと、フランジ１３，１３ａの両端
の継手間隙４３を有する鋼管形状継手４４とから構成さ
れ、長手方向と直交する横断面が略Ｈ形に構成されてい
る。FIGS. 6 to 8 show a fifth embodiment of the present invention, in which a slip-preventing structure is applied to a joint 40 between a steel ground wall 38 and a reinforced concrete floor slab 39. FIG. In the fifth embodiment, the steel member 11 constituting the steel underground continuous wall 38 includes a web 42 made of a steel plate, flanges 13 and 13a on both front and rear sides, and a joint gap 43 on both ends of the flanges 13 and 13a. And a steel pipe shaped joint 44 having a substantially H-shaped cross section orthogonal to the longitudinal direction.
【００２４】この鋼製部材１１は、工場で鉄骨加工して
建設現場に納入され、泥水掘削溝１０に沿って建込み、
隣合う鋼製部材１１の鋼管形状継手４４同士を継手間隙
４３を介して接合することで掘削溝内に鋼製地中連続壁
３８が構成される。This steel member 11 is processed at a factory and is delivered to a construction site by steel processing.
By joining the steel pipe-shaped joints 44 of the adjacent steel members 11 via the joint gap 43, the steel underground continuous wall 38 is formed in the excavation groove.
【００２５】第５実施形態においては、鋼製部材１１に
おける前面のフランジ１３が、第１〜第４実施形態にお
ける鋼板１に略対応し、前面フランジ１３の前面に横方
向に並設して複数の雌ねじ付きの継手用鋼管１４，２７
が多段に設けられている。図示例では、横方向を基準に
考えた場合、各継手用鋼管１４，２７は、横方向に４個
設けられ、この４個の列が上下４段に設けられている。
そして、上段と下段の継手用鋼管１４にあっては、その
一側に雌ねじ２６を有する構造であって、この継手用鋼
管１４が、鋼製部材１１の前面フランジ１３に開設され
たフランジ孔１６に挿入され、この前面フランジ１３の
前面に溶接した補強プレート４５を介して両端がフラン
ジの両面に突出した状態で、前記フランジ１３に固着さ
れている。In the fifth embodiment, the front flange 13 of the steel member 11 substantially corresponds to the steel plate 1 in the first to fourth embodiments. Steel pipes 14, 27 for joints with female threads
Are provided in multiple stages. In the illustrated example, when considering the horizontal direction, four steel pipes for joints 14 and 27 are provided in the horizontal direction, and these four rows are provided in the upper and lower four stages.
The upper and lower joint steel pipes 14 each have a female screw 26 on one side thereof. The joint steel pipe 14 is formed in the flange hole 16 formed in the front flange 13 of the steel member 11. And is fixed to the flange 13 with both ends protruding from both sides of the flange via a reinforcing plate 45 welded to the front surface of the front flange 13.
【００２６】前記継手用鋼管１４の一側の凹部に連結用
鉄筋１５の先端が挿入され、圧着される。連結用鉄筋１
５の他端の雄ねじ４６は、鋼製部材１１の背面フランジ
１３ａに開設されたボルト挿入孔４７に挿入され、雄ね
じ４６にナット４８が締結され、連結用鉄筋１５を介し
て前面フランジ１３と背面フランジ１３ａとが結合され
ている。The distal end of the connecting reinforcing bar 15 is inserted into a concave portion on one side of the joint steel pipe 14 and crimped. Reinforcing bar 1
The male screw 46 at the other end of the fifth member 5 is inserted into a bolt insertion hole 47 formed in the rear flange 13 a of the steel member 11, a nut 48 is fastened to the male screw 46, and the front flange 13 and the rear face are connected via the connecting reinforcing bar 15. The flange 13a is connected.
【００２７】次に、上段と下段の継手用鋼管１４で挟ま
れる中２段の継手用鋼管２７は雌ねじ２６を有する構造
であって、この継手用鋼管２７の基端部が鋼製部材１１
の前面フランジ１３の前面に隅肉溶接２８で固着されて
いる。前面フランジ１３に複数の継手用鋼管１４，２７
を具備した鋼製部材１１は、泥水掘削溝１０内に建込ま
れ、複数の鋼製部材１１が鋼管継手４４を介して接合さ
れることで鋼製地中連続壁３８が構築される。鋼製部材
１１を泥水掘削溝１０内に建込む際、前記フランジ１３
から突出する継手用鋼管１４，２７の突出量は５０ｍｍ
〜１２０ｍｍ以下に納められているので、図７に示すよ
うに、泥水掘削面の掘削誤差や、建込み誤差を考慮して
も干渉せずに建て込み可能である。Next, the middle two-stage joint steel pipe 27 sandwiched between the upper and lower joint steel pipes 14 has a structure having female threads 26, and the base end of the joint steel pipe 27 is made of the steel member 11
Is fixed to the front surface of the front flange 13 by fillet welding 28. A plurality of joint steel pipes 14, 27 are provided on the front flange 13.
Is installed in the muddy water excavation trench 10 and the steel members 11 are joined via the steel pipe joint 44 to form the steel ground continuous wall 38. When the steel member 11 is installed in the muddy water ditch 10, the flange 13
Of the joint steel pipes 14 and 27 projecting from
As shown in FIG. 7, it can be installed without interference even if the excavation error of the muddy water excavation surface and the installation error are considered, as shown in FIG.
【００２８】前記のようにして、鋼製部材１１を泥水掘
削溝１０に建込んだ後、鉄筋コンクリート床版３９の主
鉄筋１９が連結用鉄筋１５を圧着した継手用鋼管２７に
連結される。すなわち、主鉄筋１９の端部が、その両側
に雌ねじ２６と凹部３５を有する中間継手３２の一方の
凹部３５が圧着されている。そして、中継ボルト３３を
２つの雌ねじ２６に螺合することで、この中継ボルト３
３を介して２つ継手用鋼管２７と中間継手３２が締結さ
れ、コンクリート床版３９の主鉄筋１９と、連結用鉄筋
１５とが同一軸線上で連結される。After the steel member 11 is built in the muddy water excavation groove 10 as described above, the main reinforcing bar 19 of the reinforced concrete floor slab 39 is connected to the joint steel pipe 27 to which the connecting reinforcing bar 15 is crimped. That is, the end of the main reinforcing bar 19 is crimped to one recess 35 of the intermediate joint 32 having the female screw 26 and the recess 35 on both sides thereof. By screwing the relay bolt 33 to the two female screws 26, the relay bolt 3
The two joint steel pipes 27 and the intermediate joint 32 are fastened through the joint 3, and the main reinforcing bar 19 of the concrete slab 39 and the connecting reinforcing bar 15 are connected on the same axis.
【００２９】また、上下の主鉄筋１９の間に位置する、
ずれ止め用のせん断鉄筋２９の端部が、その両側に雌ね
じ２６と凹部３５を有する中間継手３２の、一方の凹部
３５に挿入され圧着されている。そして、中継ボルト３
３を２つの雌ねじ２６に螺合することで、中継ボルト３
３を介して、継手用鋼管２７と中間継手３２が締結さ
れ、せん断鉄筋２９と鋼製部材１１の前面フランジ１３
が結合される。Further, the upper and lower main reinforcing bars 19 are located between
The end of the shear reinforcing bar 29 for slip prevention is inserted into one recess 35 of the intermediate joint 32 having the female screw 26 and the recess 35 on both sides thereof and crimped. And relay bolt 3
3 is screwed into the two female screws 26 so that the relay bolt 3
3, the joint steel pipe 27 and the intermediate joint 32 are fastened, and the shear steel 29 and the front flange 13 of the steel member 11 are fastened.
Are combined.
【００３０】前記第１〜第５実施形態において、各せん
断鉄筋２９，２９ａと主鉄筋１９がそれぞれ継手用鋼管
１４，２７、中間継手３２を介して鋼板１や、鋼製部材
１１の前面フランジ１３に接合された後、これらの各部
材が埋設されるようにその外側にコンクリート５が打設
される。In the first to fifth embodiments, each of the shear reinforcing bars 29, 29a and the main reinforcing bar 19 are connected to the steel plate 1 and the front flange 13 of the steel member 11 via the joint steel pipes 14, 27 and the intermediate joint 32, respectively. Then, concrete 5 is cast on the outside so that these members are embedded.
【００３１】前記第１〜第５実施形態におけるずれ止め
構造の作用を説明する。 コンクリート５からの支圧が集中するせん断鉄筋２
９，２９ａのスタッド根元が、径の大きい継手用鋼管
（カプラー）２７になっている。したがって、せん断鉄
筋２９，２９ａの根元（つまり鋼板１又は前面フランジ
１３の側）の曲げ剛性が高いことから、コンクリートの
支圧分布がせん断鉄筋２９，２９ａ（つまり、ずれ止め
材）の長手方向に分散し、かつ、ずれ直角方向のせん断
鉄筋２９，２９ａの根元の継手用鋼管２７の見付け幅が
広いために、せん断鉄筋２９，２９ａのコンクリート５
との支圧面積が拡大し、コンクリート５の支圧破壊耐力
が増加するので、ずれ止め耐力が増加する。 コンクリート５の局所的な支圧破壊の遅れ、および
継手用鋼管（カプラー）２７の曲げ剛性が高いことか
ら、ずれ止め剛性が高くなる。 継手用鋼管（カプラー）２７の鋼板１又は、前面フ
ランジ１３への隅肉溶接２８はドーナツ状に分布してい
るので、当該隅肉溶接２８付近の応力集中が緩和され
る。さらに、継手用鋼管（カプラー）２７の溶接部付近
の鋼板１や前面フランジ１３ａの曲げに対し、周囲の比
較的広い範囲のコンクリート５が支圧により抵抗してく
れるので、鋼板１や前面フランジ１３の継手用鋼管２７
の溶接部裏側の補強は不要となる。 継手用鋼管（カプラー）２７の鋼板１への溶接は、
隅肉溶接仕様で十分なので、継手用鋼管２７の径の大き
さに拘わらず、建設現場でも適用容易である。 継手用鋼管（カプラー）２７にねじ接合したせん断
鉄筋２９，２９ａには、ずれ止め力は殆ど作用せず、ず
れ止め変形が大きくなった時の引張力が主たる作用力と
なり、従来の図９に示すスタッド鉄筋方式のせん断鉄筋
２０または、図１０に示す差し筋方式の差込み鉄筋７に
比べて、径を小さく、定着長を短くできる。 鋼板１および、前面フランジ１３表面からの継手鋼
管２７の突出量は小さいので、予め工場等で継手用鋼管
２７を鋼板１や鋼製部材１１に取付けておいても、建設
現場での作業性を損わない。特に、第５実施形態の鋼製
地中連続壁１７の場合には、鋼製部材１１の前面フラン
ジ１３の前面からの継手用鋼管２７の突出量を５０ｍｍ
〜１２０ｍｍ以下に押さえることで、泥水掘削溝１０へ
の建込み施工を可能としている。 第５実施形態に係る鋼製地中連続壁１７の場合、一
般に、壁１７と鉄筋コンクリート床版３９との接合部４
０に作用するせん断力が大きいが、本実施形態のずれ止
め構造では、前述のとおりせん断鉄筋２９，２９ａのず
れ止め耐力が大きいので、せん断鉄筋２９，２９ａの本
数が少なくてすみ、床版接合部４０の範囲に十分収ま
る。The operation of the structure for preventing slippage in the first to fifth embodiments will be described. Shear bar 2 where bearing pressure from concrete 5 is concentrated
The roots of the studs 9 and 29a are joint steel pipes (couplers) 27 having a large diameter. Therefore, since the bending rigidity of the roots of the shear reinforcing bars 29, 29a (that is, the side of the steel plate 1 or the front flange 13) is high, the bearing pressure distribution of the concrete is in the longitudinal direction of the shear reinforcing bars 29, 29a (that is, the slip stopper). Since the width of the joint steel pipe 27 at the base of the shearing steel bars 29, 29a in the direction perpendicular to the dispersing and shifting direction is large, the concrete 5 of the shearing steel bars 29, 29a
Therefore, the bearing area of the concrete 5 increases, and the bearing strength increases. Since the local bearing failure of the concrete 5 is delayed and the bending rigidity of the steel pipe (coupler) 27 for joint is high, the rigidity for preventing slippage is increased. Since the fillet weld 28 of the joint steel pipe (coupler) 27 to the steel plate 1 or the front flange 13 is distributed in a donut shape, stress concentration near the fillet weld 28 is reduced. Furthermore, the concrete 5 in a relatively wide area around the steel pipe 1 and the front flange 13a resists bending of the steel plate 1 and the front flange 13a near the welded portion of the joint steel pipe (coupler) 27. Steel pipe 27 for fittings
No reinforcement on the back side of the weld is required. The welding of the steel pipe (coupler) 27 for the joint to the steel plate 1 is as follows.
Since the fillet welding specification is sufficient, it can be easily applied to a construction site regardless of the diameter of the joint steel pipe 27. The shear rebar 29, 29a screwed to the steel pipe (coupler) 27 for joints hardly exerts a slip-preventing force, and the tensile force when the slip-preventing deformation becomes large becomes a main acting force. The diameter and the fixing length can be reduced as compared with the stud reinforcing type shearing reinforcing bar 20 shown in FIG. Since the projecting amount of the joint steel pipe 27 from the surface of the steel plate 1 and the front flange 13 is small, even if the joint steel tube 27 is attached to the steel plate 1 or the steel member 11 in a factory or the like in advance, the workability at the construction site is improved. Do not spoil. In particular, in the case of the steel underground continuous wall 17 of the fifth embodiment, the projecting amount of the joint steel pipe 27 from the front surface of the front flange 13 of the steel member 11 is set to 50 mm.
By holding down to 120 mm or less, the construction work in the muddy water excavation trench 10 is enabled. In the case of the steel underground continuous wall 17 according to the fifth embodiment, the joint 4 between the wall 17 and the reinforced concrete slab 39 is generally used.
Although the shearing force acting on zero is large, in the slip-preventing structure of the present embodiment, the shear-retaining resistance of the shear reinforcing bars 29, 29a is large as described above. It is well within the range of the part 40.
【００３２】[0032]
【発明の効果】本発明の効果を従来例と比較して説明す
ると次のとおりである。 従来のスタッド鉄筋方式および、差し筋方式のずれ
止め構造に比較して、本発明では、早期のコンクリート
圧壊を抑制し、高いずれ止め剛性により鋼材とコンクリ
ートとの一体性を向上させる。 従来のスタッド鉄筋方式および、差し筋方式のずれ
止め構造に比較して、本発明では、少ない鋼材量で大き
なずれ止め耐力を発現でき、かつ鋼材補強が不要となる
ことにより、経済性に優れる。 従来のずれ止め構造としてのスタッド鉄筋と異な
り、本発明では、基本的にせん断鉄筋のずれ止め耐力の
上限はない。 継手用鋼管を、予め工場や現場作業ヤードで鋼板や
鋼製部材に溶接しておけば、建設現場では、他の作業に
影響を与えずに、ずれ止め施工をせん断鉄筋のねじ込み
式接合作業あるいは冷間での圧着作業でのみ済ませるこ
とになり、省力化施工および、急速施工を実現できる。
特に鋼製地中連続壁の場合に効果的である。The effects of the present invention will be described below in comparison with the conventional example. Compared with the conventional stud-reinforcement type and insertion-reinforcement type slip-prevention structures, the present invention suppresses early concrete crushing, and improves the integrity of steel and concrete with a high rigidity. Compared with the conventional stud-reinforcement type and insertion-reinforcement type slip-prevention structures, the present invention can exhibit large slip-proof strength with a small amount of steel material, and does not require steel material reinforcement, thus being economically excellent. Unlike the stud reinforcing bar as the conventional slip preventing structure, in the present invention, there is basically no upper limit of the shear stopping strength of the shear reinforcing bar. If the steel pipes for joints are welded in advance to steel plates or steel members in factories or on-site work yards, the construction site can be used to prevent shearing work by screw-in jointing of shear bars or other work without affecting other work. Only cold crimping work is required, and labor-saving construction and rapid construction can be realized.
This is particularly effective for steel underground continuous walls.
【図１】本発明の第１実施形態の縦断面図である。FIG. 1 is a longitudinal sectional view of a first embodiment of the present invention.
【図２】第２実施形態の縦断面図である。FIG. 2 is a longitudinal sectional view of a second embodiment.
【図３】図２の各部材の分離断面図である。FIG. 3 is an exploded sectional view of each member of FIG. 2;
【図４】第３実施形態の断面図である。FIG. 4 is a sectional view of a third embodiment.
【図５】第４実施形態の断面図である。FIG. 5 is a sectional view of a fourth embodiment.
【図６】第５実施形態の斜視図である。FIG. 6 is a perspective view of a fifth embodiment.
【図７】図６の一側部の縦断面図である。FIG. 7 is a longitudinal sectional view of one side of FIG. 6;
【図８】図６の各継手用鋼管に主筋と、せん断鉄筋を結
合した縦断面図である。8 is a longitudinal sectional view in which a main reinforcing bar and a shear reinforcing bar are connected to the steel pipes for joints of FIG.
【図９】第１従来例の縦断面図である。FIG. 9 is a longitudinal sectional view of the first conventional example.
【図１０】第２従来例の縦断面図である。FIG. 10 is a longitudinal sectional view of a second conventional example.
【図１１】第３従来例の斜視図である。FIG. 11 is a perspective view of a third conventional example.
【図１２】図１１の一側部の縦断面図である。FIG. 12 is a longitudinal sectional view of one side of FIG. 11;
【図１３】図１２において、各継手用鋼管に主筋と、せ
ん断鉄筋を結合した縦断面図である。FIG. 13 is a longitudinal sectional view of FIG. 12, in which a main reinforcing bar and a shear reinforcing bar are connected to each joint steel pipe.
１ 鋼板 ２ せん断鉄筋 ３ 根元 ４スタッド溶接 ５ コンクリート ６ 孔部 ７ 差し込み鉄筋 ８ 補強板 １０ 泥水掘削溝 １１ 鋼製部材 １２ 掘削壁面 １３ フランジ １４ 継手用鋼管 １５ 連結用鉄筋 １６ フランジ孔 １７ 鋼製地中連続壁 １８ 中間継手用鋼管 １９ 主鉄筋 ２０ せん断鉄筋 ２１ 中継雄ねじ ２３ 補強板 ２４ ねじ継手 ２５ 床版接合部 ２６ 雌ねじ ２７ 継手用鋼管 ２８ 隅肉溶接 ２９ せん断鉄筋 ３０ 膨径部 ３１ 雄ねじ ３２ 中間継手 ３３ 中継ボルト ３５ 凹部 ３６ ねじ節 ３７ 圧着部 ３８ 鋼製地中連続壁 ３９ 鉄筋コンクリート床版 ４０ 接合部 ４１ 鋼製部材 ４２ ウエブ ４３ 継手間隙 ４４ 鋼管継手 ４５ 補強プレート ４６ 雄ねじ ４７ ボルト挿入孔 ４８ ナット DESCRIPTION OF SYMBOLS 1 Steel plate 2 Shearing bar 3 Root 4 Stud welding 5 Concrete 6 Hole 7 Inserting bar 8 Reinforcement plate 10 Mud drilling groove 11 Steel member 12 Drilling wall surface 13 Flange 14 Joint steel pipe 15 Connecting bar 16 Flange hole 17 Steel underground Continuous Wall 18 Steel Pipe for Intermediate Joint 19 Main Reinforcement 20 Shear Reinforcement 21 Relay Male Thread 23 Reinforcement Plate 24 Thread Joint 25 Floor Slab Joint 26 Female Thread 27 Joint Steel Pipe 28 Fillet Fillet 29 Shear Reinforcement 30 Bulk Diameter 31 Male Thread 32 Intermediate Joint 33 Intermediate bolt 35 Concave part 36 Screw section 37 Crimping part 38 Steel underground continuous wall 39 Reinforced concrete floor slab 40 Joint part 41 Steel member 42 Web 43 Joint gap 44 Steel pipe joint 45 Reinforcement plate 46 Male screw 47 Bolt insertion hole 48 Nut
───────────────────────────────────────────────────── フロントページの続き (72)発明者 田崎 和之 東京都千代田区大手町二丁目６番３号 新 日本製鐵株式会社内 (72)発明者 石田 宗弘 東京都千代田区大手町二丁目６番３号 新 日本製鐵株式会社内 (72)発明者 江良 嘉之 千葉県習志野市谷津３−１−47−407 (72)発明者 園部 裕司 東京都足立区関原１−４−15 Ｆターム(参考） 2E163 FA02 FA12 FD31 FD43 ──────────────────────────────────────────────────続 き Continuing on the front page (72) Kazuyuki Tazaki, 2-6-3 Otemachi, Chiyoda-ku, Tokyo New Nippon Steel Corporation (72) Munehiro Ishida 2-6-Otemachi, Chiyoda-ku, Tokyo No. 3 Inside Nippon Steel Corporation (72) Inventor Yoshiyuki Era 3-1-47-407 Yatsu, Narashino-shi, Chiba (72) Inventor Yuji Sonbe 1-4-15 Sekihara, Adachi-ku, Tokyo F-term ( Reference) 2E163 FA02 FA12 FD31 FD43
Claims (5)
ける前記両部材の境界面に位置して、前記鋼板に継手用
鋼管が溶接されており、この継手用鋼管と、コンクリー
トに埋設されて所要の引抜き抵抗力を有する棒鋼とが、
ねじ加工継手、ねじ節鉄筋継手、圧着継手、溶融金属充
填継手、モルタル充填継手のいずれか又は、これらを組
み合わせた継手により接合されている構成を特徴とする
鋼板とコンクリートとの合成構造体における両部材のず
れ止め構造。A steel pipe for a joint is welded to the steel sheet at a boundary surface between the two members in a composite structure of a steel sheet and a concrete, and the steel pipe for a joint is buried in the concrete and required. With a steel bar having pull-out resistance,
Any one of a threaded joint, a threaded joint, a crimped joint, a molten metal-filled joint, a mortar-filled joint, or a composite structure of steel and concrete characterized by being joined by a joint combining these Structure to prevent the members from slipping.
接合部に配置された鋼製地中連続壁用の鋼製部材を構成
するフランジであり、前記鋼製フランジに掘削溝壁とフ
ランジ外面との離間距離以下の突出長さの前記継手用鋼
管が溶接されていることを特徴とする請求項１記載の鋼
板とコンクリートとの合成構造体における両部材のずれ
止め構造。2. The steel plate according to claim 1, wherein the steel plate is a flange constituting a steel member for a steel underground continuous wall disposed at a joint portion of the steel underground continuous wall with a floor slab, and excavation is performed on the steel flange. 2. The structure according to claim 1, wherein the joint steel pipe having a projecting length equal to or less than a separation distance between the groove wall and the outer surface of the flange is welded.
する方法であって、前記両部材の境界面に位置して前記
鋼板に予め継手用鋼管を溶接し、この継手用鋼管と、コ
ンクリートに埋設されて所要の引抜き抵抗力を発揮する
棒鋼とを、ねじ加工継手、ねじ節鉄筋継手、圧着継手、
溶融金属充填継手、モルタル充填継手のいずれか又は、
これらを組み合わせた継手により接合し、その後前記棒
鋼が埋設されるようにコンクリートを打設することを特
徴とする鋼板とコンクリートとの合成構造体の施工方
法。3. A method of constructing a composite structure using a steel plate and concrete, wherein a steel pipe for a joint is welded to the steel plate in advance at a boundary surface between the two members, and the steel pipe for a joint is embedded in the concrete. Steel bars that exhibit the required pull-out resistance and threaded joints, threaded joints, crimped joints,
Either molten metal filled joint, mortar filled joint or
A method for constructing a composite structure of a steel plate and concrete, comprising joining by a joint combining these, and then pouring concrete so that the steel bar is buried.
のみを当該鋼板に溶接しておき、建込み施工後に、前記
継手用鋼管と前記棒鋼とを前記継手を介して接合するこ
とを特徴とする請求項３記載の鋼板とコンクリートとの
合成構造体の施工方法。4. The method according to claim 1, wherein only the steel pipe for the joint is welded to the steel sheet before the construction of the steel sheet, and the steel pipe for the joint and the steel bar are joined via the joint after the construction. The method for constructing a composite structure of a steel sheet and concrete according to claim 3.
接合部に配置して鋼製地中連続壁用鋼製部材を構成する
フランジとして構成し、前記鋼製フランジに掘削溝壁と
フランジ外面との離間距離以下の突出長さの前記継手用
鋼管を溶接することを特徴とする請求項３記載の鋼板と
コンクリートとの合成構造体の施工方法。5. The steel plate is arranged as a flange constituting a steel member for a steel underground continuous wall by arranging the steel plate at a joint portion of the steel underground continuous wall with a floor slab, and excavation is performed on the steel flange. The method according to claim 3, wherein the joint steel pipe having a protruding length equal to or less than a separation distance between the groove wall and the outer surface of the flange is welded.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP20549898A JP3914640B2 (en) | 1998-07-21 | 1998-07-21 | Connection structure of steel underground continuous wall and reinforced concrete slab |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP20549898A JP3914640B2 (en) | 1998-07-21 | 1998-07-21 | Connection structure of steel underground continuous wall and reinforced concrete slab |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2000038803A true JP2000038803A (en) | 2000-02-08 |
| JP3914640B2 JP3914640B2 (en) | 2007-05-16 |
Family
ID=16507863
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP20549898A Expired - Lifetime JP3914640B2 (en) | 1998-07-21 | 1998-07-21 | Connection structure of steel underground continuous wall and reinforced concrete slab |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3914640B2 (en) |
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| JP2002371545A (en) * | 2001-06-13 | 2002-12-26 | Shimizu Corp | Composite underground outer wall and its construction method |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002371545A (en) * | 2001-06-13 | 2002-12-26 | Shimizu Corp | Composite underground outer wall and its construction method |
| JP2006336217A (en) * | 2005-05-31 | 2006-12-14 | Shimizu Corp | Existing concrete pile and axial shear reinforcing structure inside pile head |
| CN104264907A (en) * | 2014-10-10 | 2015-01-07 | 金天德 | Steel tube and concrete combined pillar |
| CN104763104A (en) * | 2015-03-12 | 2015-07-08 | 成都迅德科技有限公司 | Combination column structure |
| CN106836637A (en) * | 2017-01-20 | 2017-06-13 | 温州大学 | Multiple material pipe binding type steel concrete connecting-beam and its construction method |
| CN113202211A (en) * | 2021-05-11 | 2021-08-03 | 陕西省建筑设计研究院(集团)有限公司 | Construction method of assembled oblique steel plate mesh cast-in-place concrete shear wall |
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| CN116934179A (en) * | 2023-09-15 | 2023-10-24 | 菏泽建工建筑设计研究院 | Building engineering quality detection data analysis management system based on big data |
| CN116934179B (en) * | 2023-09-15 | 2023-12-01 | 菏泽建工建筑设计研究院 | Building engineering quality detection data analysis management system based on big data |
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