JP3300162B2 - Joint structure between steel wall and reinforced concrete floor slab - Google Patents
Joint structure between steel wall and reinforced concrete floor slabInfo
- Publication number
- JP3300162B2 JP3300162B2 JP13089194A JP13089194A JP3300162B2 JP 3300162 B2 JP3300162 B2 JP 3300162B2 JP 13089194 A JP13089194 A JP 13089194A JP 13089194 A JP13089194 A JP 13089194A JP 3300162 B2 JP3300162 B2 JP 3300162B2
- Authority
- JP
- Japan
- Prior art keywords
- wall
- steel
- reinforced concrete
- floor slab
- sheet pile
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Description
【０００１】[0001]
【産業上の利用分野】本発明は、開削型トンネル，下水
処理場などにおいて、鋼管矢板，鋼矢板などの鋼製壁を
仮設土留め壁と本体壁に兼用利用する場合の、鋼製壁と
鉄筋コンクリート床版との接合構造の改良に関するもの
である。BACKGROUND OF THE INVENTION The present invention relates to a steel wall for use as a temporary retaining wall and a main body wall in an open-cut tunnel, a sewage treatment plant, or the like. The present invention relates to improvement of a joint structure with a reinforced concrete floor slab.
【０００２】[0002]
【従来の技術】従来の鋼製壁における鉄筋コンクリート
床版との接合構造としては、例えば「第２回合成構造の
活用に関するシンポジウム講演論文集（土木学会構造工
学委員会、１９８９年９月）」１７５頁に開示されてい
るような構造が知られている。この構造は、図１９ない
し図２１に示すように鋼製壁２２と鉄筋コンクリート床
版１６との接合部は、鉄筋コンクリート床版１６を、直
接、鋼管矢板壁１５に固定する構造である。その接合部
の鋼管矢板１３の表面には、鉄筋コンクリート床版１６
の引張鉄筋位置および圧縮鉄筋位置に長尺異形鉄筋１８
を鉄筋スタッド方式により固定し、その長尺異形鉄筋１
８に挟まれる区間においては、短尺異形鉄筋１７を同じ
く鉄筋スタッド方式により固定する。また、接合部の鋼
管矢板１３内には、中詰めコンクリート１９が充填され
る。また他の接合構造として、図２２および図２３に示
すものも知られている（特願平５−２３９２３５号参
照）。2. Description of the Related Art As a conventional joint structure of a steel wall to a reinforced concrete floor slab, for example, "Symposium on the Use of Composite Structures, 2nd Symposium, (Structural Engineering Committee of the Japan Society of Civil Engineers, September 1989)", 175 Structures such as those disclosed on the page are known. In this structure, as shown in FIGS. 19 to 21, the joint between the steel wall 22 and the reinforced concrete floor slab 16 fixes the reinforced concrete floor slab 16 directly to the steel pipe sheet pile wall 15. A reinforced concrete floor slab 16 is provided on the surface of the steel sheet pile 13 at the joint.
Elongated deformed reinforcing bars 18 at the tension and compression
Is fixed by the rebar stud method, and the long deformed rebar 1
In the section sandwiched by 8, short deformed reinforcing bars 17 are similarly fixed by the reinforcing bar stud method. The filling concrete 19 is filled in the steel pipe sheet pile 13 at the joint. 22 and 23 are also known as another joining structure (see Japanese Patent Application No. 5-239235).
【０００３】[0003]
【発明が解決しようとする課題】前記従来の各技術の場
合は、鋼製壁２２と鉄筋コンクリート床版１６との接合
構造には次のような欠点がある。 （１）前記従来の接合構造は、鋼管矢板井筒基礎の鋼管
矢板基礎と鉄筋コンクリートフーチングとの結合など、
従来、せん断力が卓越した部位に使用されてきた。これ
を、地下トンネルの壁と床版の接合部など、曲げモーメ
ントが卓越する部位に使用すると、床版の鉄筋引張力が
鋼製壁２２の表面に面外力として作用する。そのため、
鋼製壁２２の接合部に大きな局部変形を生じ、接合部の
回転剛性が低下するので、その結果、鉄筋コンクリート
床版１６の中央部の曲げモーメントが大きくなり、鉄筋
コンクリート床版１６における鉄筋量を増やすか、ある
いは接合部の回転剛性を高めるため、鋼製壁２２を構成
する部材の肉厚を極端に厚くする必要があるので、鋼製
壁２２の工事費が高くなる。 （２）さらに従来の壁部は、鋼製壁２２のみにより構成
されているため、仮設時および完成時の断面力の大きな
方で鋼製部材の必要断面性能が決定され、そのため設計
の自由度が少ない。また例えば、鋼管矢板壁１５を深い
壁に適用しようとすると、直径の大きな鋼管矢板１３が
必要となり、中掘り圧入工法など、従来の経済的な施工
法が適用できないケースが生じ、そのため工事費が割高
になる。 （３）前記従来の接合構造の場合は、鋼管矢板壁１５を
鋼製壁２２として使用し、従来の接合構造をモーメント
が卓越する部位に使用すると、床版における鉄筋引張力
が鋼管矢板１３の表面に面外力として作用するため、大
きな変形を生じるので、鋼管矢板１３の中詰めコンクリ
ート１９が構造上の必須要件になり、そのため、地下壁
に使用する場合は、鋼管矢板１３内の土を排除し、その
替わりに鋼管矢板１３内に中詰めコンクリート１９を充
填する必要があるため、工事費が高くなると共に、建設
残土が多くなる。In each of the above-mentioned prior arts, the joint structure between the steel wall 22 and the reinforced concrete floor slab 16 has the following disadvantages. (1) The conventional joining structure includes a steel pipe sheet pile foundation of a steel pipe sheet pile foundation and a reinforced concrete footing.
Heretofore, shearing forces have been used at sites where the shear forces are prominent. When this is used for a portion where the bending moment is dominant, such as a joint between the wall of the underground tunnel and the floor slab, the reinforcing force of the floor slab acts on the surface of the steel wall 22 as an out-of-plane force. for that reason,
Since a large local deformation occurs at the joint of the steel wall 22 and the rotational rigidity of the joint decreases, as a result, the bending moment at the center of the reinforced concrete slab 16 increases, and the amount of reinforcing bar in the reinforced concrete slab 16 increases. Alternatively, in order to increase the rotational rigidity of the joint, it is necessary to extremely increase the thickness of the members constituting the steel wall 22, so that the construction cost of the steel wall 22 increases. (2) Further, since the conventional wall portion is constituted only by the steel wall 22, the required sectional performance of the steel member is determined by the larger sectional force at the time of temporary installation and at the time of completion, and therefore the degree of freedom of design is increased. Less is. Further, for example, when the steel pipe sheet pile wall 15 is applied to a deep wall, a steel pipe sheet pile 13 having a large diameter is required, and in some cases, a conventional economical construction method such as a middle digging press-fitting method cannot be applied. Become expensive. (3) In the case of the conventional joint structure, the steel pipe sheet pile wall 15 is used as the steel wall 22, and when the conventional joint structure is used in a portion where the moment is dominant, the rebar tensile force of the floor slab is reduced by Since it acts as an out-of-plane force on the surface, large deformation occurs, so that concrete 19 filled with steel pipe sheet pile 13 is an essential requirement for the structure. Therefore, when it is used for an underground wall, soil in the steel pipe sheet pile 13 is eliminated. However, instead of this, it is necessary to fill the steel pipe sheet pile 13 with the medium-filled concrete 19, so that the construction cost is increased and the construction residual soil is increased.
【０００４】[0004]
【課題を解決するための手段】前述の問題を有利に解決
するために、本発明の鋼製壁と鉄筋コンクリート床版と
の接合構造においては、鋼製壁とこれに一体的に固着さ
れた鉄筋コンクリート壁とにより、合成壁３を構成し、
前記鋼製壁１と鉄筋コンクリート床版４との接合部にお
いて、引張力が作用する位置における長尺ずれ止め部材
５の端部を、前記鋼製壁１に固定し、短尺ずれ止め部材
６の端部を鋼製壁１に固定し、前記長尺ずれ止め部材５
と短尺ずれ止め部材６とを埋込むと共に、鋼製壁１を被
覆するコンクリート７およびスラブコンクリート８を打
設し、前記コンクリート７に配力筋９を埋設する。SUMMARY OF THE INVENTION In order to advantageously solve the above-mentioned problems, in a joint structure of a steel wall and a reinforced concrete floor slab according to the present invention, a steel wall and a reinforced concrete integrally fixed thereto are provided. The wall forms a composite wall 3,
At the joint between the steel wall 1 and the reinforced concrete floor slab 4, the end of the long slip preventing member 5 at the position where the tensile force acts is fixed to the steel wall 1, and the end of the short slip preventing member 6. Part is fixed to the steel wall 1,
The concrete 7 and the slab concrete 8 which cover the steel wall 1 are cast, and the distribution bars 9 are embedded in the concrete 7.
【０００５】次に本発明の作用について説明する。曲げ
モーメントが、鋼製壁１と鉄筋コンクリート床版４との
接合構造部に作用すると、前記従来の技術では、作用モ
ーメントにより発生する鉄筋コンクリート床版４の引張
力および圧縮力は図２４に示すように、鋼製壁１に対し
面外力として作用する。本発明の接合構造に、前記と同
様な曲げモーメントが作用すると、下記の（１）〜
（３）のように作用する。 （１）鋼製壁１の表面には、長尺ずれ止め部材５および
短尺ずれ止め部材６が充分強固に固定されており、鉄筋
コンクリート床版４の引張鉄筋は、鋼製壁１の表面に沿
って延長するように配置されて定着されているので、鉄
筋コンクリート床版４の鉄筋引張力は、図７に示すよう
に、鋼製壁１の軸方向の面内力となって伝達される。 （２）鉄筋コンクリート床版４の圧縮力は、図７に示す
ように、鋼製壁１と鉄筋コンクリート壁２との合成壁３
のうち鉄筋コンクリート壁２に面内方向の圧縮力として
伝達される。 （３）引張力が作用するずれ止め部材には、そのずれ止
めの引張力を充分に定着できるだけの長さを有する長尺
ずれ止め部材５および短尺ずれ止め部材６を使用してい
るので、鋼製壁１と鉄筋コンクリート床版４とが剥離す
ることがなく、一体として挙動する。 （４）鉄筋コンクリート壁２の厚みと同等の長さを有す
る長尺ずれ止め部材５を使用した場合は、長尺ずれ止め
部材５が接合部コンクリートの引張り補強筋として作用
する。Next, the operation of the present invention will be described. When the bending moment acts on the joint structure between the steel wall 1 and the reinforced concrete floor slab 4, in the above-described conventional technique, the tensile force and the compression force of the reinforced concrete floor slab 4 generated by the acting moment are as shown in FIG. , Acting on the steel wall 1 as an out-of-plane force. When the same bending moment acts on the joint structure of the present invention, the following (1) to (1)
It works as in (3). (1) On the surface of the steel wall 1, the long slip preventing member 5 and the short slip preventing member 6 are sufficiently firmly fixed, and the tensile reinforcement of the reinforced concrete floor slab 4 extends along the surface of the steel wall 1. As shown in FIG. 7, the tensile strength of the reinforced concrete floor slab 4 is transmitted as an axial in-plane force of the steel wall 1, as shown in FIG. (2) The compressive force of the reinforced concrete floor slab 4 is, as shown in FIG. 7, the composite wall 3 of the steel wall 1 and the reinforced concrete wall 2.
Among them is transmitted to the reinforced concrete wall 2 as in-plane compressive force. (3) Since the long slip-stopping member 5 and the short slip-stopping member 6 are long enough to sufficiently fix the pulling force of the slip-stopper, the steel is used as the slip-stopper. The wall 1 and the reinforced concrete floor slab 4 do not peel off and behave as one. (4) When the long slip-stopping member 5 having the same length as the thickness of the reinforced concrete wall 2 is used, the long slip-stopping member 5 acts as a tensile reinforcement for the joint concrete.
【０００６】[0006]
【実施例】図１ないし図７は、本発明の第１実施例を示
すものであって、図７に示すような、鉄筋コンクリート
床版４の上面側が引張となるモーメントが作用した場合
の実施例である。前記鋼製壁１は、直径１０００ｍｍ、
板厚１２ｍｍの中空の鋼管矢板壁２１と１０００ｍｍの
厚みを有する鉄筋コンクリート壁２とにより一体化され
た合成壁３が構成され、鋼管矢板１０の継手１４は相互
に噛み合されて鋼管矢板壁２１が構成されている。1 to 7 show a first embodiment of the present invention, in which an upper surface of a reinforced concrete floor slab 4 is subjected to a tensile moment as shown in FIG. It is. The steel wall 1 has a diameter of 1000 mm,
A composite wall 3 integrated with a hollow steel pipe sheet pile wall 21 having a sheet thickness of 12 mm and a reinforced concrete wall 2 having a thickness of 1000 mm is formed, and a joint 14 of the steel pipe sheet pile 10 is meshed with each other to form the steel sheet pile wall 21. It is configured.
【０００７】また床版部は、厚さ２０００ｍｍの鉄筋コ
ンクリート床版４により構成され、かつその鉄筋コンク
リート床版４と接する鋼管矢板１０の表面には、鉄筋コ
ンクリート床版４の上面より１７００ｍｍの範囲におい
て、直径１９ｍｍ、長さ１２００ｍｍの異形鉄筋からな
る多数の長尺ずれ止め部材５が、鋼管矢板１０に対しス
タッド溶接により固定されている。The floor slab is composed of a reinforced concrete floor slab 4 having a thickness of 2000 mm. A large number of long slip prevention members 5 each formed of a deformed reinforcing bar having a length of 19 mm and a length of 1200 mm are fixed to a steel pipe sheet pile 10 by stud welding.
【０００８】長尺異形鉄筋からなる多数の長尺ずれ止め
部材５の固定する範囲より下部において、直径２２ｍ
ｍ、長さ１５０ｍｍの頭付きスタッドからなる多数の短
尺ずれ止め部材６が、スタッド溶接により鋼管矢板１０
に固定されている。[0008] Below the fixing area of a large number of long slip stoppers 5 made of long deformed reinforcing bars, the diameter is 22 m.
A large number of short stopper members 6 each consisting of a head stud having a length of 150 mm and a length of 150 mm are welded to the steel sheet pile 10 by stud welding.
It is fixed to.
【０００９】鉄筋コンクリート床版４の上面に平行に配
置された引張鉄筋２３は、下方に折り曲げられて鋼管矢
板１０の表面に沿って所要長延長されて、鋼管矢板１０
に各ずれ止め部材５，６を介して定着されている。A tensile reinforcing bar 23 disposed in parallel with the upper surface of the reinforced concrete floor slab 4 is bent downward and extended a required length along the surface of the steel pipe sheet pile 10, so that the steel pipe sheet pile 10 is extended.
Are fixed via the respective slip stoppers 5 and 6.
【００１０】鉄筋コンクリート床版４の下面に平行配置
された圧縮鉄筋２４は、鉄筋コンクリート壁２の圧縮鉄
筋（図示を省略した）に延長され定着される。A compression reinforcing bar 24 arranged parallel to the lower surface of the reinforced concrete floor slab 4 is extended and fixed to a compression reinforcing bar (not shown) of the reinforced concrete wall 2.
【００１１】鋼製壁１と鉄筋コンクリート壁２および鉄
筋コンクリート床版４との境界面には、鋼製壁１の上下
方向の壁軸と直角方向にかつ壁法線方向すなわち横方向
に配力筋９を、上下方向に間隔を置いて複数本配置して
いる。各引張鉄筋２３および圧縮鉄筋２４はコンクリー
ト７の内面に平行に配置され、引張鉄筋２３および圧縮
鉄筋２４の端部は、上下方向に延長するように配置され
ている。At the interface between the steel wall 1 and the reinforced concrete wall 2 and the reinforced concrete floor slab 4, force distribution bars 9 are provided in a direction perpendicular to the vertical wall axis of the steel wall 1 and in the direction normal to the wall, that is, in the lateral direction. Are arranged at intervals in the vertical direction. Each of the tension rebars 23 and the compression rebars 24 is arranged parallel to the inner surface of the concrete 7, and the ends of the tension rebars 23 and the compression rebars 24 are arranged to extend in the vertical direction.
【００１２】本発明の第１実施例の鉄筋コンクリート床
版４に接合部の許容レベルの曲げモーメントを作用さ
せ、有限要素法解析を実施したところ、（１）表１に示
す結果が得られた。表１から鉄筋コンクリート床版４の
鉛直変位は、接合部の回転剛度をコンクリート標準示法
書の剛域の設定法に従い設定したフレーム解析結果とほ
とんど一致しており、鉄筋コンクリートと同等の回転剛
性が確保できる。また（２）表２に示すように、鋼管矢
板合成壁の応力分布は、鋼管矢板１０と鉄筋コンクリー
ト壁２の一体合成壁として算定した応力計算値（理論
値）とほとんど一致しており、本発明の接合構造を通じ
て、床版に作用させた力が充分合成壁に伝達できる。さ
らに、（３）表３に示すように、長尺ずれ止め部材５の
引張力作用範囲は、鉄筋コンクリート床版４の上面より
１５００ｍｍ程度の範囲であり、その長尺ずれ止め部材
５に作用する引張応力は、接合部に許容レベルの曲げモ
ーメントを作用させた場合でも、長尺ずれ止め部材５の
許容引張応力の約１／２程度であるので、鉄筋コンクリ
ート床版４の上面より１７００ｍｍの範囲の鋼管矢板１
０の表面に固定した長尺ずれ止め部材５が抜け出した
り、破断したりする恐れはなく、鋼管矢板１０と鉄筋コ
ンクリート床版４との接合面の一体化が確保できる。さ
らにまた、（４）前記各長尺ずれ止め部材５および短尺
ずれ止め部材６として、それぞれ異形鉄筋を使用すれ
ば、その長尺ずれ止め部材５および短尺ずれ止め部材６
がコンクリートから抜けにくくすることができる。ま
た、鋼管矢板１０表面の局部応力は、表３からもわかる
ように鋼管矢板１０の許容曲げ応力の約２／３程度であ
り、長尺異形鉄筋からなる長尺ずれ止め部材５に作用す
る引張力ににより、接合部分の鋼管矢板１０が変形した
り、破壊する恐れはない。When an allowable level of bending moment at the joint was applied to the reinforced concrete slab 4 of the first embodiment of the present invention, and a finite element analysis was performed, (1) the results shown in Table 1 were obtained. From Table 1, the vertical displacement of the reinforced concrete floor slab 4 almost coincides with the frame analysis result in which the rotational stiffness of the joint is set in accordance with the method of setting the rigid region in the concrete standard specification, and the same rotational rigidity as reinforced concrete is secured. it can. (2) As shown in Table 2, the stress distribution of the steel pipe sheet pile composite wall almost coincides with the calculated stress value (theoretical value) calculated as an integrated composite wall of the steel pipe sheet pile 10 and the reinforced concrete wall 2. Through the joint structure, the force applied to the floor slab can be sufficiently transmitted to the composite wall. Further, (3) as shown in Table 3, the range of the tensile force acting on the long slip preventing member 5 is about 1500 mm from the upper surface of the reinforced concrete floor slab 4, and the tensile force acting on the long slip preventing member 5 is obtained. The stress is about １ ／ of the allowable tensile stress of the long slip preventing member 5 even when an allowable level of bending moment is applied to the joint, so that the steel pipe within a range of 1700 mm from the upper surface of the reinforced concrete floor slab 4. Sheet pile 1
There is no danger that the long slip stopper 5 fixed to the surface of the steel sheet 0 will come off or break, and the joining surface of the steel pipe sheet pile 10 and the reinforced concrete floor slab 4 can be integrated. (4) If deformed rebars are used as the long slip preventing members 5 and the short slip preventing members 6, respectively, the long slip preventing members 5 and the short slip preventing members 6 are used.
Can be hardly removed from the concrete. As can be seen from Table 3, the local stress on the surface of the steel sheet pile 10 is about 2/3 of the allowable bending stress of the steel sheet pile 10, and the tensile force acting on the long slip preventing member 5 made of a long deformed reinforcing bar. There is no possibility that the steel pipe sheet pile 10 at the joint is deformed or broken by the force.
【００１３】前記第１実施例においては、中空の鋼管矢
板１０を使用したが、その鋼管矢板１０内に、土砂が詰
まっていても、あるいは中詰めコンクリート１９が充填
されていてもよい。また、鋼板１２を鋼管矢板１０に溶
接により固定し、かつその鋼板１２に、ずれ止め作用を
する長尺異形鉄筋からなる長尺ずれ止め部材５を溶接に
固定すれば、その長尺ずれ止め部材５がコンクリートか
ら抜け出すのを確実に防止することができる。Although the hollow steel pipe sheet pile 10 is used in the first embodiment, the steel pipe sheet pile 10 may be filled with earth and sand, or may be filled with the concrete 19. Further, if the steel plate 12 is fixed to the steel pipe sheet pile 10 by welding, and the steel plate 12 is fixed to the long slip preventing member 5 made of a long deformed reinforcing bar having a slip preventing function, the long slip preventing member is provided. 5 can reliably be prevented from falling out of the concrete.
【００１４】表１に前記有限要素法解析結果の内、鉄筋
コンクリート床版のたわみ量（ｃｍ）と鉄筋コンクリー
ト床版の各位置（ｃｍ）との関係を示す。Table 1 shows the relationship between the deflection amount (cm) of the reinforced concrete floor slab and each position (cm) of the reinforced concrete floor slab among the results of the finite element method analysis.
【表１】 表２に同解析結果の内、鋼管外面からの距離（ｃｍ）と
モーメントによる発生ひずみ（μ）との関係を示す。[Table 1] Table 2 shows the relationship between the distance (cm) from the outer surface of the steel pipe and the strain generated by the moment (μ).
【表２】 表３に同解析結果の内、鉄筋コンクリート床版上面から
の距離（ｃｍ）とずれ止めに作用する軸方向応力(Kgf/c
m2) との関係を示す。[Table 2] Table 3 shows the results of the analysis, the distance (cm) from the upper surface of the reinforced concrete slab and the axial stress (Kgf / c) acting on the slip stopper.
m 2 ).
【表３】 [Table 3]
【００１５】図１０ないし図１３は、本発明の第２実施
例に係る鋼製壁と鉄筋コンクリート床版との接合構造を
示すものであって、鉄筋コンクリート床版４の上面が引
張となる曲げモーメントが作用した場合の接合構造であ
る。FIGS. 10 to 13 show a joint structure between a steel wall and a reinforced concrete slab according to a second embodiment of the present invention. The bending moment at which the upper surface of the reinforced concrete slab 4 becomes tensile is shown. This is a joint structure when it works.
【００１６】鋼製壁１としては、高さ３０５ｍｍのＺ型
鋼矢板からなるＺ型鋼矢板２５と、これに一体化された
３００ｍｍの厚みを有する鉄筋コンクリート壁２とによ
り合成壁３が構成されている。床版部は、厚さ６００ｍ
ｍの鉄筋コンクリート床版４により構成されている。前
記鉄筋コンクリート床版４と接する鋼矢板のフランジ２
６の表面には、鉄筋コンクリート床版４の上面より４５
０ｍｍの範囲において、直径１９ｍｍ、長さ４００ｍｍ
および７００ｍｍの長尺異形鉄筋からなる多数の長尺ず
れ止め部材５が、スタッド溶接により各Ｚ型鋼矢板２５
に対し、多数固定されている。また長尺異形鉄筋からな
る長尺ずれ止め部材５の固定する範囲より下では、直径
２２ｍｍ、長さ１５０ｍｍの頭付きスタッドからなる多
数の短尺ずれ止め部材６が配置され、各短尺ずれ止め部
材６の一端部も、鋼製壁１に固定されている。鉄筋コン
クリート床版４の上面に配置された引張鉄筋２３は、折
り曲げられてＺ型鋼矢板２５表面に沿って延長されて定
着されている。As the steel wall 1, a composite wall 3 is constituted by a Z-shaped steel sheet pile 25 made of a Z-shaped steel sheet pile having a height of 305 mm and a reinforced concrete wall 2 having a thickness of 300 mm integrated therewith. The floor slab is 600m thick
m reinforced concrete floor slabs 4. Flange 2 of steel sheet pile in contact with reinforced concrete floor slab 4
6, the surface of the reinforced concrete floor slab 4 is 45
Within a range of 0 mm, diameter 19 mm, length 400 mm
And a large number of long slip preventing members 5 made of a long deformed reinforcing bar of 700 mm are stud-welded to each Z-shaped steel sheet pile 25.
In contrast, many are fixed. Below the fixed range of the long slip-stopping member 5 made of long deformed reinforcing bars, a number of short slip-stopping members 6 each having a stud with a head having a diameter of 22 mm and a length of 150 mm are arranged. Is also fixed to the steel wall 1. The tensile reinforcing bar 23 disposed on the upper surface of the reinforced concrete floor slab 4 is bent and extended along the surface of the Z-type steel sheet pile 25 and is fixed.
【００１７】鉄筋コンクリート床版４の下側の圧縮鉄筋
２４は、鉄筋コンクリート床版４の下側に沿って延長す
るように配置され、鉄筋コンクリート壁２における圧縮
鉄筋（図示を省略した）に延長され溶接または結束等に
より定着される。The compressed reinforcing bar 24 on the lower side of the reinforced concrete floor slab 4 is disposed so as to extend along the lower side of the reinforced concrete floor slab 4, and is extended to a compressed reinforcing bar (not shown) in the reinforced concrete wall 2 to be welded or welded. It is fixed by binding.
【００１８】鋼矢板壁１１と鉄筋コンクリート床版４と
鉄筋コンクリート壁２の境界面には、鋼矢板壁１１の上
下方向の壁軸と直角方向にかつ壁法線方向すなわち横方
向に配力筋９を複数本配置している。At the interface between the steel sheet pile wall 11, the reinforced concrete floor slab 4, and the reinforced concrete wall 2, force distribution bars 9 are provided in a direction perpendicular to the vertical wall axis of the steel sheet pile wall 11 and in the wall normal direction, that is, in the lateral direction. A plurality is arranged.
【００１９】図１４ないし図１８は、本発明の第３実施
例に係る鋼製壁と鉄筋コンクリート床版との接合構造を
示すものであって、鉄筋コンクリート床版４の上面が引
張となる曲げモーメントが作用した場合の接合構造であ
る。FIGS. 14 to 18 show a joint structure between a steel wall and a reinforced concrete floor slab according to a third embodiment of the present invention. The bending moment at which the upper surface of the reinforced concrete floor slab 4 becomes tensile is shown. This is a joint structure when it works.
【００２０】鋼製壁１としては、高さ２５０ｍｍのＵ型
鋼矢板２７からなる鋼矢板壁１１と２５０ｍｍの厚みを
有する鉄筋コンクリート壁２とにより合成壁３が構成さ
れている。床版部は、厚さ５００ｍｍの鉄筋コンクリー
ト床版４により構成されている。前記鉄筋コンクリート
床版４と接する鋼矢板フランジ２６の表面には、鉄筋コ
ンクリート床版４の上面より４００ｍｍの範囲におい
て、直径１９ｍｍ、長さ４００ｍｍおよび６５０ｍｍの
異形鉄筋からなる長尺ずれ止め部材５がスタッド溶接に
より、多数固定されており、長尺ずれ止め部材５の固定
部より下部においては、直径２２ｍｍ、長さ１５０ｍｍ
の頭付きスタッドからなる短尺ずれ止め部材６がスタッ
ド溶接により、多数固定されている。As the steel wall 1, a composite wall 3 is constituted by a steel sheet pile wall 11 made of a U-shaped steel sheet pile 27 having a height of 250 mm and a reinforced concrete wall 2 having a thickness of 250 mm. The floor slab is constituted by a reinforced concrete floor slab 4 having a thickness of 500 mm. On the surface of the steel sheet pile flange 26 in contact with the reinforced concrete floor slab 4, a long slip-preventing member 5 made of a deformed reinforcing bar having a diameter of 19mm, a length of 400mm and a length of 650mm is stud-welded within a range of 400mm from the upper surface of the reinforced concrete slab. In the lower part than the fixed portion of the long slip prevention member 5, a diameter of 22 mm and a length of 150 mm
A number of short stopper members 6 each having a head with studs are fixed by stud welding.
【００２１】また、鉄筋コンクリート床版４と接する鋼
矢板のウェブ表面には、直径２２ｍｍ、長さ１５０ｍｍ
の頭付きスタッドからなる短尺ずれ止め部材６がスタッ
ド溶接により、多数固定され、鉄筋コンクリート床版４
の上面に配置された引張鉄筋は、折り曲げられて、鋼矢
板の表面に沿って延長され、定着されている。A steel sheet pile in contact with the reinforced concrete floor slab 4 has a web surface of 22 mm in diameter and 150 mm in length.
A large number of short stopper members 6 composed of studs with heads are fixed by stud welding, and the reinforced concrete floor slab 4 is fixed.
Is bent, extended along the surface of the steel sheet pile, and anchored.
【００２２】鉄筋コンクリート床版４の下側における圧
縮鉄筋は、合成壁３の鉄筋コンクリートの圧縮鉄筋に延
長され、定着されている。鋼矢板壁１１と鉄筋コンクリ
ート床版４および鉄筋コンクリート壁２の境界面には、
鋼矢板壁１１の上下方向の壁軸と直角方向かつ壁法線方
向すなわち横方向に配力筋９を上下方向に間隔をおいて
複数本配置している。The compressed rebar on the lower side of the reinforced concrete floor slab 4 is extended and fixed to the reinforced concrete compressed rebar of the composite wall 3. At the boundary between the steel sheet pile wall 11 and the reinforced concrete floor slab 4 and the reinforced concrete wall 2,
A plurality of force distribution bars 9 are arranged in the direction perpendicular to the vertical wall axis of the steel sheet pile wall 11 and in the direction normal to the wall, that is, in the horizontal direction, at intervals in the vertical direction.
【００２３】前記第２および第３実施例の場合も、第１
実施例の鋼管矢板１０からなる鋼製壁１において、表１
〜表３に示したような作用効果と同様な効果が得られ
る。In the case of the second and third embodiments, the first
In the steel wall 1 composed of the steel pipe sheet pile 10 of the embodiment, Table 1
-The same effects as the effects shown in Table 3 can be obtained.
【００２４】本発明を実施するに当って、鉄筋の交叉部
を結合する手段としては、針金による結束または溶接を
採用してもよい。また長尺ずれ止め部材５としては、接
合部コンクリートの補強鉄筋と兼用するため、鉄筋直径
の２０倍以上の長さの異形鉄筋を使用するのが好まし
い。また短尺ずれ止め部材６としては、鉄筋直径の２０
倍未満の異形鉄筋または頭付きスタッドを使用するのが
好ましい。In practicing the present invention, as means for connecting the intersections of the rebars, wire bundling or welding may be employed. Further, as the long slip-stopping member 5, it is preferable to use a deformed reinforcing bar having a length of 20 times or more the reinforcing bar diameter in order to also serve as a reinforcing bar of the joint concrete. In addition, as the short slip preventing member 6, a diameter of the reinforcing bar of 20 mm is used.
It is preferred to use less than double shaped rebar or headed studs.
【００２５】本発明を実施する場合、コンクリートとの
一体化を確実にするためあるいはずれ止め部材の使用本
数を低減するために、鋼製壁１を構成する鋼管矢板１０
および鋼矢板の外面に突条を一体に設けてもよい。In practicing the present invention, in order to ensure integration with concrete or to reduce the number of slip stoppers to be used, a steel pipe sheet pile 10 constituting the steel wall 1 is required.
Also, a ridge may be provided integrally on the outer surface of the steel sheet pile.
【００２６】前記第１〜第３実施例の場合は、鉄筋コン
クリート床版４の上側の主筋が引張となる曲げモーメン
トが作用した場合を示したが、鉄筋コンクリート床版４
の下側の主筋が引張となるような場合にも、本願発明を
適用してもよい。In the first to third embodiments, the case where the bending moment acting on the upper main bar of the reinforced concrete floor slab 4 acts as a tension is shown.
The present invention may also be applied to a case where the lower main bar is tensioned.
【００２７】[0027]
【発明の効果】本発明によれば、地下壁の接合部に使用
する場合は、地下トンネルの仮設土留め壁および本体壁
兼用構造など張力が作用する位置においては、長尺ずれ
止め部材５が鋼製壁１に固定されているので、鋼製壁１
と鉄筋コンクリート床版４との一体化は充分に確保さ
れ、かつ鉄筋コンクリート床版４の引張鉄筋は、鋼製壁
１の表面に沿って延長されて定着されているので、鉄筋
コンクリート床版４の鉄筋引張力は、鋼製壁１の軸方向
の面内力となって伝達され、さらに鉄筋コンクリート床
版４の圧縮力は、鋼製壁１と鉄筋コンクリート壁２とか
ら合成壁３のうち鉄筋コンクリート壁２に、面内力とし
て伝達されるので、鋼製壁１に面外方向の無理な力がほ
とんど作用しない。その結果、曲げモーメントが卓越し
た場合においても、回転剛性の高い接合構造が提供でき
るので、接合部をピンとした従来の設計結果に比較し
て、鉄筋コンクリート床版４の鉄筋量を半減することが
でき、しかも回転剛性をあげるため、鋼製壁１の肉厚補
強が不要になり、したがって、経済的に構造物を築造す
ることができる。また合成壁３は、鋼製壁１と鉄筋コン
クリート壁２とを一体化して構成しているので、仮設時
の作用力に対して鋼製壁１の断面を選定し、完成時の作
用力に対して、鋼製壁１と鉄筋コンクリート壁２とから
なる合成壁３として、鋼製壁１の断面を選定できるの
で、自由度の高い設計を行うことができる。その結果、
鋼製壁１として鋼管矢板壁を使用する場合、中掘り圧入
工法など経済的な鋼管矢板１０の施工法が適用可能な鋼
管断面を選定することができるなど、経済的な設計を行
うことができる。さらにまた、鋼製壁１として、鋼管矢
板壁２１を使用する場合、鋼管矢板１０の中に中詰めコ
ンクリート１９が無くても、鋼管矢板壁２１と鉄筋コン
クリート床版４との剛度が高い接合構造を提供できるの
で、地下トンネルの仮設土留め壁または本体壁兼用構造
など地下壁の接合部に使用する場合は、鋼管矢板１０内
の土の排出作業が不要となるばかりでなく、鋼管矢板１
０内に中詰めコンクリート１９を打設する必要がないの
で、工期の短縮および工費の削減がはかられるばかりで
なく、建設残土を少なくすることができる。また、鉄筋
コンクリート壁２の厚みと同等の長さを有する長尺ずれ
止め部材５を使用する場合は、長尺ずれ止め部材５が接
合部コンクリートの引張り補強筋として作用するので、
接合部コンクリートの補強鉄筋を新たに施工する必要が
なく、現場の鉄筋組立て作業が簡素化できる。According to the present invention, when used for a joint of an underground wall, the long slip preventing member 5 is provided at a position where tension acts, such as a temporary retaining wall and a main body wall of the underground tunnel. Since it is fixed to the steel wall 1, the steel wall 1
And the reinforced concrete floor slab 4 are sufficiently integrated, and the reinforcing steel of the reinforced concrete floor slab 4 is extended and fixed along the surface of the steel wall 1. The force is transmitted as an axial in-plane force of the steel wall 1, and the compressive force of the reinforced concrete floor slab 4 is transmitted from the steel wall 1 and the reinforced concrete wall 2 to the reinforced concrete wall 2 of the composite wall 3. Since it is transmitted as an internal force, an unreasonable force in the out-of-plane direction hardly acts on the steel wall 1. As a result, even when the bending moment is excellent, a joint structure with high rotational rigidity can be provided, so that the amount of rebar of the reinforced concrete floor slab 4 can be halved compared to the conventional design result in which the joint is a pin. In addition, since the rotational rigidity is increased, it is not necessary to reinforce the wall of the steel wall 1, so that the structure can be constructed economically. Further, since the composite wall 3 is configured by integrating the steel wall 1 and the reinforced concrete wall 2, the cross section of the steel wall 1 is selected for the acting force at the time of temporary construction, and the acting force at the time of completion is determined. Thus, since the cross section of the steel wall 1 can be selected as the composite wall 3 composed of the steel wall 1 and the reinforced concrete wall 2, a highly flexible design can be performed. as a result,
When a steel pipe sheet pile wall is used as the steel wall 1, economical design can be performed, such as selecting a steel pipe section to which an economical method of constructing the steel pipe sheet pile 10 such as a middle digging press-in method can be applied. . Furthermore, when the steel pipe sheet pile wall 21 is used as the steel wall 1, even if the steel pipe sheet pile 10 does not have the filling concrete 19, a joint structure with high rigidity between the steel pipe sheet pile wall 21 and the reinforced concrete floor slab 4 is used. When used in a joint of an underground wall, such as a temporary retaining wall of an underground tunnel or a structure that also serves as a main body wall, not only does the work of discharging the soil from the steel sheet pile 10 become unnecessary, but also the steel pipe sheet pile 1 can be provided.
Since it is not necessary to cast the middle-filled concrete 19 in the area 0, not only the construction period can be shortened and the construction cost can be reduced, but also the construction residual soil can be reduced. Further, when the long slip-stopping member 5 having the same length as the thickness of the reinforced concrete wall 2 is used, the long slip-stopping member 5 acts as a tensile reinforcement for the joint concrete.
There is no need to construct a new reinforcing bar for the concrete at the joint, which simplifies on-site rebar assembly work.
【図１】本発明の第１実施例に係る鋼製壁と鉄筋コンク
リート床版との接合構造を示す横断平面図である。FIG. 1 is a cross-sectional plan view showing a joint structure between a steel wall and a reinforced concrete slab according to a first embodiment of the present invention.
【図２】本発明の第１実施例に係る鋼製壁と鉄筋コンク
リート床版との接合構造を示す縦断側面図である。FIG. 2 is a longitudinal sectional side view showing a joint structure between the steel wall and the reinforced concrete floor slab according to the first embodiment of the present invention.
【図３】本発明の第１実施例に係る鋼製壁と鉄筋コンク
リート床版との接合構造を示す横断平面図である。FIG. 3 is a cross-sectional plan view showing a joint structure between the steel wall and the reinforced concrete floor slab according to the first embodiment of the present invention.
【図４】図２のＡ−Ａ線断面図である。FIG. 4 is a sectional view taken along line AA of FIG. 2;
【図５】図２のＢ−Ｂ線断面図である。FIG. 5 is a sectional view taken along line BB of FIG. 2;
【図６】本発明の第１実施例に係るコンクリート床版の
引張鉄筋の定着部を示す縦断側面図である。FIG. 6 is a vertical sectional side view showing a fixing portion of a tensile reinforcing bar of the concrete slab according to the first embodiment of the present invention.
【図７】本発明の第１実施例に係る鋼製壁と鉄筋コンク
リート床版との接合構造における力の作用状態を示す側
面図である。FIG. 7 is a side view showing an applied state of force in the joint structure between the steel wall and the reinforced concrete floor slab according to the first embodiment of the present invention.
【図８】本発明の第１実施例において採用できる長尺ず
れ止め部材の取付例を示す縦断側面図である。FIG. 8 is a vertical sectional side view showing an example of attachment of a long stopper member that can be employed in the first embodiment of the present invention.
【図９】図８のＣ−Ｃ線断面図である。FIG. 9 is a sectional view taken along the line CC of FIG. 8;
【図１０】本発明の第２実施例に係る鋼製壁と鉄筋コン
クリート床版との接合構造を示す横断側面図である。FIG. 10 is a cross-sectional side view showing a joint structure between a steel wall and a reinforced concrete slab according to a second embodiment of the present invention.
【図１１】本発明の第２実施例に係る鋼製壁と鉄筋コン
クリート床版との接合構造を示す縦断側面図である。FIG. 11 is a longitudinal sectional side view showing a joint structure between a steel wall and a reinforced concrete slab according to a second embodiment of the present invention.
【図１２】図１１のＤ−Ｄ線断面図である。FIG. 12 is a sectional view taken along line DD of FIG. 11;
【図１３】図１０のＥ−Ｅ線断面図である。FIG. 13 is a sectional view taken along line EE of FIG. 10;
【図１４】本発明の第３実施例に係る鋼製壁と鉄筋コン
クリート床版との接合構造を示す横断平面図である。FIG. 14 is a cross-sectional plan view showing a joint structure between a steel wall and a reinforced concrete floor slab according to a third embodiment of the present invention.
【図１５】本発明の第３実施例に係る鋼製壁と鉄筋コン
クリート床版との接合構造を示す縦断側面図である。FIG. 15 is a longitudinal sectional side view showing a joint structure between a steel wall and a reinforced concrete slab according to a third embodiment of the present invention.
【図１６】図１５のＦ−Ｆ線断面図である。FIG. 16 is a sectional view taken along line FF of FIG. 15;
【図１７】図１５のＧ−Ｇ線断面図である。17 is a sectional view taken along line GG of FIG.
【図１８】本発明の第３実施例に係るコンクリート床版
の引張鉄筋の定着部を示す縦断側面図である。FIG. 18 is a longitudinal sectional side view showing a fixing portion of a tensile reinforcing bar of a concrete slab according to a third embodiment of the present invention.
【図１９】従来の第１例の接合構造を示す横断平面図で
ある。FIG. 19 is a cross-sectional plan view showing a first example of a conventional joint structure.
【図２０】従来の第１例の接合構造を示す縦断側面図で
ある。FIG. 20 is a longitudinal sectional side view showing a first example of a conventional joint structure.
【図２１】従来の第１例の接合構造を示す縦断側面図で
ある。FIG. 21 is a vertical sectional side view showing a joining structure of a first conventional example.
【図２２】従来の第２例の接合構造を示す横断平面図で
ある。FIG. 22 is a cross-sectional plan view showing a second example of the conventional joint structure.
【図２３】従来の第２例の接合構造を示す縦断側面図で
ある。FIG. 23 is a vertical sectional side view showing a second example of a conventional joint structure.
【図２４】従来の部材に曲げモーメントが作用した状態
を示す側面図である。FIG. 24 is a side view showing a state in which a bending moment acts on a conventional member.
１ 鋼製壁 ２ 鉄筋コンクリート壁 ３ 合成壁 ４ 鉄筋コンクリート床版 ５ 長尺ずれ止め部材 ６ 短尺ずれ止め部材 ７ コンクリート ８ スラブコンクリート ９ 配力筋 １０ 鋼管矢板 １１ 鋼矢板壁 １２ 鋼板 １４ 継手 １９ 中詰めコンクリート ２１ 鋼管矢板壁 ２３ 引張鉄筋 ２４ 圧縮鉄筋 ２５ Ｚ型鋼矢板 ２６ 鋼矢板のフランジ ２７ Ｕ型鋼矢板 DESCRIPTION OF SYMBOLS 1 Steel wall 2 Reinforced concrete wall 3 Synthetic wall 4 Reinforced concrete floor slab 5 Long slip-stop member 6 Short slip-stop member 7 Concrete 8 Slab concrete 9 Distributor 10 Steel pipe sheet pile 11 Steel sheet pile wall 12 Steel plate 14 Joint 19 Filling concrete 21 Steel pipe sheet pile wall 23 Tensile reinforcement 24 Compression reinforcement 25 Z-type steel sheet pile 26 Flange of steel sheet pile 27 U-type sheet pile
───────────────────────────────────────────────────── フロントページの続き (56)参考文献 特開 平６−81355（ＪＰ，Ａ) 特開 平６−264462（ＪＰ，Ａ) 特開 平５−331836（ＪＰ，Ａ) (58)調査した分野(Int.Cl.7，ＤＢ名) E02D 29/045 E02D 5/04 E21D 13/00 ────────────────────────────────────────────────── ─── Continuation of the front page (56) References JP-A-6-81355 (JP, A) JP-A-6-264462 (JP, A) JP-A-5-331836 (JP, A) (58) Field (Int.Cl. 7 , DB name) E02D 29/045 E02D 5/04 E21D 13/00
Claims (5)
兼用し、鉄筋コンクリート床版の端部を前記鋼製本体壁
に固定した接合構造において、鋼製壁１とこれに一体的
に固着された鉄筋コンクリート壁２とにより、合成壁３
を構成し、前記鋼製壁１と鉄筋コンクリート床版４との
接合部において、引張力が作用する位置における長尺ず
れ止め部材５の端部を、前記鋼製壁１に固定し、短尺ず
れ止め部材６の端部を鋼製壁１に固定し、前記長尺ずれ
止め部材５と短尺ずれ止め部材６とを埋込むと共に、鋼
製壁１を被覆するコンクリート７およびスラブコンクリ
ート８を打設し、前記コンクリート７に配力筋９を埋設
した鋼製壁と鉄筋コンクリート床版との接合構造。1. A joint structure in which a steel retaining wall is used as a temporary wall and a steel main body wall, and an end of a reinforced concrete floor slab is fixed to the steel main body wall. Composite wall 3 with reinforced concrete wall 2 fixed
At the joint between the steel wall 1 and the reinforced concrete floor slab 4, fix the end of the long slip preventing member 5 at the position where the tensile force acts to the steel wall 1, The end of the member 6 is fixed to the steel wall 1, and the long slip preventing member 5 and the short slip preventing member 6 are embedded, and concrete 7 and slab concrete 8 covering the steel wall 1 are cast. And a joint structure between a steel wall in which a distribution bar 9 is embedded in the concrete 7 and a reinforced concrete floor slab.
た請求項の鋼製壁と鉄筋コンクリート床版との接合構
造。2. A joint structure between a steel wall and a reinforced concrete slab according to claim 2, wherein said steel wall is formed by using a steel pipe sheet pile.
請求項１の鋼製壁と鉄筋コンクリート床版との接合構
造。3. The joint structure between a steel wall and a reinforced concrete slab according to claim 1, wherein the steel wall 1 is constituted by a steel sheet pile wall 11.
５をスタッド溶接により鋼管矢板１０の表面に固定した
請求項１、請求項２または請求項３の鋼製壁と鉄筋コン
クリート床版との接合構造。4. The steel wall and the reinforced concrete floor slab according to claim 1, wherein the long slip preventing member made of a long deformed reinforcing bar is fixed to the surface of the steel sheet pile by stud welding. Joint structure.
り固着し、前記鋼板１２に長尺ずれ止め部材５の一端部
を溶接により固着した請求項１、請求項２または請求項
３の鋼製壁と鉄筋コンクリート床版との接合構造。5. The steel plate according to claim 1, wherein the steel plate is fixed to the steel pipe sheet pile by welding, and one end of the long stopper member is fixed to the steel plate by welding. Joint structure between wall and reinforced concrete floor slab.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP13089194A JP3300162B2 (en) | 1994-05-23 | 1994-05-23 | Joint structure between steel wall and reinforced concrete floor slab |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP13089194A JP3300162B2 (en) | 1994-05-23 | 1994-05-23 | Joint structure between steel wall and reinforced concrete floor slab |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH07317087A JPH07317087A (en) | 1995-12-05 |
| JP3300162B2 true JP3300162B2 (en) | 2002-07-08 |
Family
ID=15045133
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP13089194A Expired - Fee Related JP3300162B2 (en) | 1994-05-23 | 1994-05-23 | Joint structure between steel wall and reinforced concrete floor slab |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3300162B2 (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003171928A (en) * | 2001-12-04 | 2003-06-20 | Kawasaki Steel Corp | Compound underground wall body and its construction method |
| JP2005320693A (en) * | 2004-05-06 | 2005-11-17 | Shimizu Corp | Structure for joining composite wall and foundation together |
| JP2012046979A (en) * | 2010-08-27 | 2012-03-08 | Kumagai Gumi Co Ltd | Building foundation using earth retaining wall |
| JP5852888B2 (en) * | 2012-01-05 | 2016-02-03 | 新日鐵住金株式会社 | Semi-underground structure |
| JP6333774B2 (en) * | 2015-06-02 | 2018-05-30 | 日本スタッドウェルディング株式会社 | Construction method for top plate joints using threaded studs and mechanical joints |
| CN105040730B (en) * | 2015-06-29 | 2017-04-19 | 上海市基础工程集团有限公司 | Connection processing method for enclosure bored concrete pile and cellar structure floor slab in reversed foundation pit |
| JP7133366B2 (en) * | 2018-06-07 | 2022-09-08 | 株式会社竹中工務店 | Retaining wall structure |
| JP7156347B2 (en) * | 2019-11-05 | 2022-10-19 | Ｊｆｅスチール株式会社 | Joint structure of steel wall and reinforced concrete floor slab |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3010542B2 (en) * | 1992-06-03 | 2000-02-21 | 清水建設株式会社 | Joint structure between underground continuous wall and floor slab in underground structure |
| JP2880027B2 (en) * | 1992-09-02 | 1999-04-05 | 新日本製鐵株式会社 | Joint structure between steel pipe column and reinforced concrete slab |
| JPH06264462A (en) * | 1993-03-11 | 1994-09-20 | Nippon Steel Corp | Jointing structure of steel wall and reinforced concrete floor slab |
-
1994
- 1994-05-23 JP JP13089194A patent/JP3300162B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH07317087A (en) | 1995-12-05 |
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