JP3081121B2 - How to join underground diaphragm walls - Google Patents
How to join underground diaphragm wallsInfo
- Publication number
- JP3081121B2 JP3081121B2 JP06299794A JP29979494A JP3081121B2 JP 3081121 B2 JP3081121 B2 JP 3081121B2 JP 06299794 A JP06299794 A JP 06299794A JP 29979494 A JP29979494 A JP 29979494A JP 3081121 B2 JP3081121 B2 JP 3081121B2
- Authority
- JP
- Japan
- Prior art keywords
- wall
- lateral force
- trailing
- perforated metal
- joint
- 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 - Lifetime
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Description
【0001】[0001]
【産業上の利用分野】この発明は、場所打ちコンクリー
トによって築造される鉄筋コンクリートの地中連続壁の
接合方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for joining reinforced concrete underground continuous walls constructed by cast-in-place concrete.
【0002】[0002]
【従来の技術】溝の掘削と鉄筋籠の建入れ及びコンクリ
ートの打設とを繰返して構築される地中連続壁の単位壁
は、例として通常図4(A)に示すように、先行壁側の
溝内に、後行壁側との打継ぎ面となる仕切り板1から横
配力筋2、2を突出させて継ぎ手筋2a、2aとなるよ
うに加工された鉄筋籠3を挿入した後、コンクリートを
打設して先行壁4を築造する。2. Description of the Related Art A unit wall of an underground continuous wall constructed by repeatedly excavating a trench, laying a reinforcing cage, and placing concrete is usually, for example, as shown in FIG. In the groove on the side, the reinforcing bars 3 that were processed so as to form the joint bars 2a and 2a by projecting the lateral force bars 2 and 2 from the partition plate 1 serving as the joint surface with the trailing wall side were inserted. Then, concrete is cast and the preceding wall 4 is built.
【0003】その後、図4(B)のように、後行壁側の
溝内に、先の突出した横配力筋と重ね継ぎ手を形成する
ように鉄筋籠5を建入れ、この溝内にコンクリートを打
設して後行壁を築造し、先行壁4に後行壁を一体化す
る。Then, as shown in FIG. 4B, a reinforcing bar cage 5 is erected in the groove on the trailing wall side so as to form an overlapping joint with the protruding lateral force bar, and is inserted into this groove. The trailing wall is constructed by casting concrete, and the trailing wall is integrated with the leading wall 4.
【0004】[0004]
【発明が解決しようとする課題】しかし、従来の一般的
な鉄筋籠の重ね継ぎ手構造は、後行壁側鉄筋籠の挿入を
容易にするため、例として、図4(B)に示すように、
後行壁側の鉄筋籠5における継ぎ手鉄筋が、先行壁側の
継ぎ手鉄筋の内側に配筋されるように全てが折り曲げら
れているため、次のような構造欠陥が生じる。However, the conventional joint structure of a reinforced cage of a conventional reinforcing cage is, as shown in FIG. 4 (B), as an example, in order to facilitate the insertion of the reinforcing cage on the trailing wall side. ,
Since all the joint rebars in the rebar basket 5 on the trailing wall are bent so as to be arranged inside the joint rebar on the preceding wall, the following structural defects occur.
【0005】即ち、図4(B)で明らかなように、従来
の重ね継ぎ手構造には、後行壁側鉄筋籠の重ね継手部附
近に折り曲げ加工を施すため、この折り曲げ部に、鉄筋
の有効高さdの減少lと不連続が生じ、図5(A)に示
すように、重ね継ぎ手部分に外力Pが加わると、曲げひ
び割れmcが発生し、更にせん断ひび割れscと下部の
重ね継ぎ手部に付着ひび割れfcが進展し、重ね継ぎ手
部が破壊する。特に、壁の配筋量が大きくなると付着ひ
び割れfcの進展が著しく、脆性的な破壊が起こり易く
なる。That is, as is apparent from FIG. 4 (B), the conventional lap joint structure is subjected to bending near the lap joint of the reinforcing bar cage on the trailing wall side. As shown in FIG. 5 (A), when the external force P is applied to the lap joint portion, a bending crack mc is generated, and further, the shear crack sc and the lower lap joint portion are generated. The adhesion crack fc develops, and the lap joint is broken. In particular, when the amount of reinforcement in the wall is large, the adhesion crack fc is remarkably advanced, and brittle fracture is likely to occur.
【0006】このような破壊を防ぐため、重ね継ぎ手を
長くすることが考えられるが、重ね継ぎ手を長くするこ
とは、後行壁築造まで放置されるコンクリート未充填の
溝を大きくしてしまうことになり、施工上、品質上の問
題も多く、仮にこの空間を鋼材等で被うようにしても、
鉄筋籠の総重量を大きくしてしまうことになり、経済的
でない。To prevent such destruction, it is conceivable to lengthen the lap joint. However, lengthening the lap joint increases the size of the unfilled concrete groove that is left until the subsequent wall is built. Therefore, there are many construction and quality problems. Even if this space is covered with steel, etc.,
This would increase the total weight of the reinforced cage, which is not economical.
【0007】また、これまでにも、図4(A)のよう
に、後行壁側鉄筋籠の折り曲げ部に幅止め筋6を入れた
り、補強筋を入れる方法も提案されてはいるが、決定的
な解決策にはなっていない。[0007] Also, as shown in FIG. 4 (A), there has been proposed a method in which a width stop bar 6 or a reinforcing bar is provided in a bent portion of a reinforcing steel basket on the trailing wall side. It is not a definitive solution.
【0008】そこで、この発明の課題は、先行壁と後行
壁の接合部分における重ね継ぎ手の強度を向上させ、脆
性的な破壊の発生を防止することができる地中連続壁の
接合方法を提供することにある。Accordingly, an object of the present invention is to provide a method of joining an underground continuous wall capable of improving the strength of a lap joint at a joining portion between a leading wall and a trailing wall and preventing the occurrence of brittle fracture. Is to do.
【0009】[0009]
【課題を解決するための手段】上記のような課題を解決
するため、第1の発明は、地中連続壁の先行壁の打継ぎ
面から突出する横配力筋に対し、後行壁築造で建て込ま
れる鉄筋の一部を重ね継ぎ手構造で接続する地中連続壁
の接合方法において、先行壁の両側横配力筋に差し筋を
付加し、両側横配力筋と差し筋の何れか一方を先行壁部
で内側に折り曲げて後行壁側に突出させることで重ね継
ぎ手筋とすると共に、他方に後行壁側に突出する穴あき
金属板を固定し、次に、後行壁側の横配力筋を重ね継ぎ
手筋と穴あき金属板の間に建て入れ、この後コンクリー
トを打設して後行壁を築造する構成を採用したものであ
る。SUMMARY OF THE INVENTION In order to solve the above-mentioned problems, a first invention is to construct a trailing wall for a lateral force bar projecting from a joint surface of a leading wall of an underground continuous wall. In the joining method of the underground continuous wall connecting a part of the reinforcing bars erected by the lap joint structure, a reinforcing bar is added to the lateral reinforcing bars on both sides of the preceding wall, and either the lateral reinforcing bars or the reinforcing bars are added. One side is bent inward at the leading wall portion and projected to the trailing wall side to form a lap joint streak, and the other side is fixed with a perforated metal plate projecting to the trailing wall side, and then to the trailing wall side. The horizontal force bars are laid between the joint bars and the perforated metal plate, and then concrete is cast to build a trailing wall.
【0010】同第2の発明は、地中連続壁の先行壁の打
継ぎ面から突出する横配力筋に対し、後行壁築造で建て
込まれる鉄筋の一部を重ね継ぎ手構造で接続する地中連
続壁の接合方法において、先行壁の両側横配力筋の一部
を先行壁部で内側に折り曲げて後行壁側に突出させるこ
とで重ね継ぎ手筋とすると共に、先行壁側の残る横配力
筋に後行壁側に突出する穴あき金属板を固定し、次に、
後行壁側の横配力筋を重ね継ぎ手筋と穴あき金属板の間
に該穴あき金属板をガイドとして建て入れ、この後コン
クリートを打設して後行壁を築造する構成を採用したも
のである。[0010] In the second invention, a part of a reinforcing bar built in the following wall is connected to a lateral force bar protruding from the joint surface of the leading wall of the underground continuous wall by a lap joint structure. In the joining method of the underground continuous wall, a part of the lateral force bars on both sides of the leading wall is bent inward at the leading wall portion and is projected to the trailing wall side to form a lap joint streak, and the leading wall side remains Fix the perforated metal plate projecting to the trailing wall side to the lateral force bar,
A structure in which the lateral force bars on the trailing wall side are overlapped and the perforated metal plate is erected between the joint streaks and the perforated metal plate as a guide, and then the concrete is cast and the subsequent wall is built. is there.
【0011】[0011]
【作用】先行壁の横配力筋あるいは差し筋を先行壁部で
内側に折り曲げて後行壁側に突出させることで重ね継ぎ
手筋とすると共に、残る横配力筋に穴あき金属板を固定
してあるので、後行壁鉄筋の建て入れ時に穴あき金属板
がガイドとなり、建て入れ精度の向上により、重ね継ぎ
手部の鉄筋間のクリアランスを小さくすることができ、
後行壁を築造すると接合部分の両側に穴あき金属板が埋
込まれているので、接合部分の強度、剛性、靱性が向上
する。[Function] By bending the lateral force bars or streaks of the preceding wall inward at the preceding wall and projecting to the trailing wall side, it becomes a lap joint muscle, and a perforated metal plate is fixed to the remaining lateral force bars. Since the perforated metal plate serves as a guide when installing the following wall reinforcement, the clearance between the reinforcements at the lap joint part can be reduced by improving the installation accuracy,
When the trailing wall is built, perforated metal plates are embedded on both sides of the joint, so that the strength, rigidity and toughness of the joint are improved.
【0012】[0012]
【実施例】以下、この発明の実施例を添付図面に基づい
て説明する。Embodiments of the present invention will be described below with reference to the accompanying drawings.
【0013】図1乃至図3のように、先行壁11は、後
行壁の打継ぎ面が仕切り板12で形成され、内部に埋設
した鉄筋籠13は両側に位置する横配力筋21、21の
端部が仕切り板12を貫通して後行壁側に突出してい
る。As shown in FIGS. 1 to 3, the leading wall 11 has a joining surface of a trailing wall formed by a partition plate 12, and the reinforcing bar cage 13 buried therein has lateral force bars 21 located on both sides. An end of 21 penetrates through the partition plate 12 and protrudes toward the following wall.
【0014】上記両横配力筋21、21の後行壁側に位
置する部分に差し筋14を添わせて増し筋を行ない、差
し筋14は先行壁11内で内側に折り曲げて後行壁側に
突出させることで重ね継ぎ手筋14a、14aとする。
上記横配力筋21、21は折り曲げることなく直線状態
のままで後行壁側に突出させ、その外面側の上下方向に
補強用となる穴あき金属板15、15が固定されてい
る。Reinforcing bars are added to the portions located on the trailing wall side of the two lateral force bars 21, 21, and the reinforcing bars are bent inward in the preceding wall 11 so that the trailing wall is bent. By projecting to the side, the lap joint streaks 14a, 14a are formed.
The lateral force bars 21, 21 are projected straight to the trailing wall side without being bent, and perforated metal plates 15, 15 for reinforcement are fixed vertically on the outer surface side thereof.
【0015】この穴あき金属板15、15の後行壁側へ
の突出長さと、これに並列して設ける穴16の大きさや
形状等は、構造設計上の種々の検討と加工性及び横配力
筋との接合方法等を考慮し、その板厚と共に決定すれば
よい。The length of the perforated metal plates 15, 15 protruding toward the trailing wall and the size and shape of the holes 16 provided in parallel with the perforated metal plates 15, 15 are determined by various studies on structural design, workability, and lateral arrangement. The thickness may be determined in consideration of the joining method with the rebar, etc.
【0016】後行壁側の鉄筋籠17は、両側の横配力筋
18、18が穴あき金属板15、15間に内接する状態
で納まるように形成されている。The reinforcing bar cage 17 on the trailing wall side is formed so that the lateral force bars 18, 18 on both sides are accommodated in a state of being inscribed between the perforated metal plates 15, 15.
【0017】先行壁11の築造後に後行壁を築造するに
は、掘削した溝内に後行壁用の鉄筋籠17を挿入する。In order to build the trailing wall after the leading wall 11 has been built, the reinforcing cage 17 for the trailing wall is inserted into the excavated groove.
【0018】この挿入時に、鉄筋籠17は両横配力筋1
8、18の端部を穴あき金属板15、15間に挿入す
る。穴あき金属板15、15は鉄筋籠17の挿入時のガ
イドとなるため、建て入れ精度が上り、鉄筋籠17の吊
り込みの際の揺れを防止する。このため、先行壁11か
ら突出する重ね継ぎ手筋14a、14aと後行壁側横配
力筋18、18の間隔も設計上小さくすることができ、
剛性が高く信頼性のある鉛直継ぎ手を築造することが可
能となる。At the time of this insertion, the reinforcing bar cage 17 is attached to both lateral force bars 1.
Insert the ends of 8, 18 between the perforated metal plates 15, 15. Since the perforated metal plates 15 and 15 serve as guides when the reinforcing bar cage 17 is inserted, the accuracy of setting is improved, and the swinging of the reinforcing bar cage 17 when suspended is prevented. For this reason, the interval between the lap joint streaks 14a, 14a protruding from the preceding wall 11 and the trailing wall side lateral force bars 18, 18 can also be reduced in design,
It is possible to build a highly rigid and reliable vertical joint.
【0019】上記のように、鉄筋籠17を建て入れた
後、溝内にコンクリートを打設することにより、先行壁
11に連続して後行壁を築造することができ、後行壁の
接続部分においては、その両側に穴あき金属板15、1
5が埋設されることによって補強されると共に、穴あき
金属板15、15の外面側に投入されたコンクリートは
穴16の部分で内側コンクリートと一体化することにな
り、剥離等の発生がない。As described above, after the reinforcing bar cage 17 is erected, concrete is poured into the groove, so that a succeeding wall can be continuously constructed on the preceding wall 11, and connection of the succeeding wall can be performed. In the part, perforated metal plates 15, 1
5 is reinforced by being buried, and the concrete put into the outer surface side of the perforated metal plates 15 and 15 is integrated with the inner concrete at the portion of the hole 16 and there is no occurrence of peeling or the like.
【0020】次に、この発明の接合方法を用いて製作し
た試験体b、cと、図4で示した従来の接合方法を用い
て製作した試験体aとで、面外方向の一点集中載荷試験
を行なった結果を図5と図6に示す。Next, the test specimens b and c manufactured by using the bonding method of the present invention and the test body a manufactured by using the conventional bonding method shown in FIG. The results of the test are shown in FIGS.
【0021】この発明の接合方法を用いた試験体bは、
図4で示した従来の接合方法による試験体aと、配筋量
やコンクリート強度、鉄筋の間隔等を同一条件にした。Specimen b using the joining method of the present invention comprises:
The test piece a according to the conventional joining method shown in FIG. 4 was set to the same conditions as the amount of reinforcement, the concrete strength, the interval between the reinforcing bars, and the like.
【0022】図5(B)はこの発明の接合方法を用いた
試験体bの接合部に加重Pを加えたときのひび割れの発
生状態を示し、曲げひび割れmcと曲げせん断ひび割れ
scが進行しても、脆性的な付着ひび割れの破壊は起こ
らない。FIG. 5B shows the state of occurrence of cracks when a load P is applied to the joint of the specimen b using the joining method of the present invention. The bending cracks mc and the bending shear cracks sc progress. However, brittle bond cracking does not occur.
【0023】図6(A)は荷重−変形曲線を示し、同図
点線で描かれた線が図5(B)で示したこの発明の試験
体bが曲げ破壊すると想定された場合の荷重であり、一
点鎖線が図5(A)で示した従来の試験体aが付着ひび
割れ破壊したときの荷重である。実験の結果、この発明
の試験体bは、試験体aの付着ひび割れ荷重を大きく上
回り、引張り側主筋もかなり降伏し、曲げ破壊と曲げせ
ん断破壊が略同時に起った。FIG. 6 (A) shows a load-deformation curve. The dotted line in FIG. 6 (A) shows the load when the specimen b of the present invention shown in FIG. The dashed line indicates the load when the conventional test piece a shown in FIG. As a result of the experiment, the test piece b of the present invention greatly exceeded the adhesion crack load of the test piece a, the tensile main bar was considerably yielded, and the bending failure and the bending shear failure occurred almost simultaneously.
【0024】また、この発明の接合方法と従来の接合方
法の比較のために、載荷スパンを変え、図5(C)のよ
うに、従来の試験体aと同じく重ね継ぎ手中央部に強制
的に集中荷重を加えることによる、継ぎ手部の付着ひび
割れfcの実験を前述の実験の要領で行なった。なお、
図面はこの発明の試験体の場合を示し、従来の接合方法
は図5(A)で示した如く、幅止め筋6を採用して補強
を行なった。For comparison between the joining method of the present invention and the conventional joining method, the loading span was changed and, as shown in FIG. The experiment of the adhesion crack fc of the joint part by applying the concentrated load was performed in the same manner as the experiment described above. In addition,
The drawing shows the case of the test piece of the present invention. In the conventional joining method, as shown in FIG.
【0025】図6(B)はその結果を示し、図5(C)
で示したこの発明の接合方法を採用した試験体cは、そ
の剛性、強度ともに、図5(A)で示した従来の試験体
aよりもかなり上回っており、下部引張鉄筋もかなり降
伏して曲げ破壊寸前であった。FIG. 6B shows the result, and FIG.
Specimen c employing the joining method of the present invention shown in FIG. 5 is much higher in rigidity and strength than the conventional specimen a shown in FIG. 5 (A), and the lower tensile rebar also yields considerably. It was on the verge of bending failure.
【0026】これらの実験結果により、この発明による
接合方法は、強度・剛性・靱性といった性能の大きな向
上と安全性に寄与すると言える。From these experimental results, it can be said that the joining method according to the present invention contributes to great improvement in performance such as strength, rigidity and toughness and safety.
【0027】なお、上記実験の試験体の設計値は以下の
通りである。The design values of the test specimens in the above experiment are as follows.
【0028】 寸法 400(縦)×400(横)×2500(長さ)(mm) 鉄筋 12−D19 (SD345) 重ね継手長 760mm (=40d) コンクリート強度 270kg/cm2 穴あき金属板 t=6mm(SS400) 穴:70×70mm ピッチ 100mm なお、図1乃至図3に示したこの発明の実施例は、先行
壁11の横配力筋21、21に差し筋14、14を添わ
せて増し筋とし、差し筋14、14を先行壁11内で内
側に曲げて後行壁側に突出させ、重ね継ぎ手筋14a、
14aとすると共に、横配力筋21、21に穴あき金属
板15、15を固定したが、これとは逆に、横配力筋2
1、21を先行壁11内で内側に屈曲させて後行壁側に
突出させ、重ね継ぎ手筋とし、差し筋をストレートのま
まで穴あき金属板15、15を固定するようにしてもよ
い。Dimensions 400 (length) × 400 (width) × 2500 (length) (mm) Reinforcing bar 12-D19 (SD345) Lap joint length 760 mm (= 40 d) Concrete strength 270 kg / cm 2- hole metal plate t = 6 mm (SS400) Hole: 70 × 70 mm Pitch 100 mm In the embodiment of the present invention shown in FIGS. 1 to 3, the reinforcing bars 21 are added to the lateral force bars 21 of the preceding wall 11, and the reinforcing bars are added. And the streaks 14, 14 are bent inward in the preceding wall 11 so as to project toward the following wall, and the lap joint streaks 14a,
14a, and the perforated metal plates 15, 15 were fixed to the lateral force bars 21, 21. On the contrary, the horizontal force bars 2, 15 were fixed.
The metal plates 15 and 15 may be fixed in such a manner that the metal plates 1 and 21 are bent inward in the preceding wall 11 so as to protrude toward the following wall to form a lap joint streak, and the streak is straight.
【0029】また、図示省略したが、差し筋の使用を省
き、横配力筋21、21の一部を先行壁11内で内側に
屈曲させて後行壁側に突出させ、重ね継ぎ手筋とすると
共に、残りをストレートのままで穴あき金属板15、1
5を固定した構造としてもよい。Although not shown in the figure, the use of the streaks is omitted, and a part of the lateral force bars 21, 21 is bent inward in the preceding wall 11 so as to protrude toward the trailing wall, and is connected to the overlapping joint muscle. While leaving the rest straight,
5 may be fixed.
【0030】さらに、穴あき金属板15、15と鉄筋と
の接合は、図示省略したが、先行壁部でこの接合に係わ
る鉄筋の端部と行ってもよく、この接合に係わる鉄筋の
端部を後行壁部に突出させて行ってもよい。Further, the connection between the perforated metal plates 15, 15 and the rebar is not shown, but may be performed at the preceding wall with the end of the rebar related to this connection, or at the end of the rebar related to this connection. May be projected to the trailing wall portion.
【0031】[0031]
【発明の効果】以上のように、この発明によると、地中
連続壁の先行壁と後行壁の接合部分の強度、剛性、靱性
を向上させることができ、安全性の向上に寄与すること
ができる。As described above, according to the present invention, it is possible to improve the strength, rigidity, and toughness of the joint between the leading wall and the trailing wall of the underground continuous wall, thereby contributing to the improvement of safety. Can be.
【0032】また、先行壁の横配力筋に穴あき金属板を
固定したので、後行壁側鉄筋籠の挿入が穴あき金属板を
ガイドにして行なえ、建て入れ精度が上り、剛性が高く
信頼性のある接合が得られる。Further, since the perforated metal plate is fixed to the lateral force bars of the preceding wall, the insertion of the reinforcing bar cage on the trailing wall side can be performed by using the perforated metal plate as a guide, so that the installation accuracy is increased and the rigidity is high. A reliable joint is obtained.
【図1】(A)はこの発明の接合方法を示す先行壁側鉄
筋籠の平面図、(B)は同上の正面図FIG. 1A is a plan view of a reinforced cage on a preceding wall showing a joining method of the present invention, and FIG. 1B is a front view of the same.
【図2】同上の斜視図FIG. 2 is a perspective view of the same.
【図3】同上に後行壁側鉄筋籠を組み合わせた先行壁築
造状態を示す横断平面図FIG. 3 is a cross-sectional plan view showing a state in which a preceding wall is being constructed by combining a reinforcing steel basket on a trailing wall side with the above.
【図4】(A)は従来の接合方法を示す先行壁側鉄筋籠
の平面図、(B)は同上に後行壁側鉄筋籠を組み込んだ
先行壁築造状態の横断平面図FIG. 4 (A) is a plan view of a preceding wall-side reinforcing cage showing a conventional joining method, and FIG. 4 (B) is a cross-sectional plan view of a preceding wall building state in which a trailing wall-side reinforcing cage is incorporated therein.
【図5】(A)は従来の接合方法を用いた試験体aの載
荷試験によるひび割れ発生を示す正面図、(B)と
(C)はこの発明の接合方法を用いた試験体bとcの載
荷試験によるひび割れの発生を示す正面図FIG. 5A is a front view showing the occurrence of cracks in a load test of a specimen a using a conventional joining method, and FIGS. 5B and 5C are specimens b and c using the joining method of the present invention. Front view showing the occurrence of cracks in a loading test
【図6】(A)は図5(B)に示した試験体bの荷重−
変形曲線を示す図表、(B)は図5(A)に示した試験
体aと図5(C)に示した試験体cの荷重−変形曲線を
示す図表FIG. 6A is a graph showing the load of the test piece b shown in FIG. 5B.
FIG. 5B is a chart showing a deformation curve, and FIG. 5B is a chart showing a load-deformation curve of the test piece a shown in FIG. 5A and the test piece c shown in FIG.
11 先行壁 12 仕切り板 13、17 鉄筋籠 14、18 横配力筋 15 穴あき金属板 16 穴 DESCRIPTION OF SYMBOLS 11 Leading wall 12 Partition board 13, 17 Reinforcement cage 14, 18 Lateral force bar 15 Perforated metal plate 16 hole
フロントページの続き (73)特許権者 591214804 株式会社松村組 大阪府大阪市北区東天満1丁目10番20号 (73)特許権者 000176785 三菱建設株式会社 東京都中央区日本橋本町3丁目3番6号 (72)発明者 森口 五郎 大阪市東淀川区下新庄4丁目17番29号 (72)発明者 木村 建治 守山市浮気町300番地の15 2−1012 (72)発明者 内井 栄二 大阪市天王寺区細工谷1丁目3番44号 (56)参考文献 特開 昭61−183518(JP,A) 特開 平4−353115(JP,A) 特開 平5−17936(JP,A) 特開 平5−44215(JP,A) 特開 平5−148834(JP,A) 実開 昭63−151539(JP,U) 実公 昭47−38414(JP,Y1) (58)調査した分野(Int.Cl.7,DB名) E02D 5/02 - 5/20 103 Continuation of the front page (73) Patent owner 591214804 Matsumura Gumi Co., Ltd. 1-10-20 Higashitenma, Kita-ku, Osaka-shi, Osaka (73) Patent owner 000176785 Mitsubishi Construction Corporation 3-3-1 Nihonbashi Honcho, Chuo-ku, Tokyo No. 6 (72) Inventor Goro Moriguchi 4-17-17 Shimoshinjo, Higashiyodogawa-ku, Osaka (72) Inventor Kenji Kimura 152-101012, 300, Ukimachi, Moriyama-shi (72) Inventor Eiji Uchii Tennoji-ku, Osaka JP-A-61-183518 (JP, A) JP-A-4-353115 (JP, A) JP-A-5-17936 (JP, A) JP-A-5 JP-A-5-148834 (JP, A) JP-A-63-151539 (JP, U) JP-A-47-38414 (JP, Y1) (58) Fields investigated (Int. Cl) . 7, DB name) E02D 5/02 - 5/20 103
Claims (2)
する横配力筋に対し、後行壁築造で建て込まれる鉄筋の
一部を重ね継ぎ手構造で接続する地中連続壁の接合方法
において、 先行壁の両側横配力筋に差し筋を付加し、両側横配力筋
と差し筋の何れか一方を先行壁部で内側に折り曲げて後
行壁側に突出させることで重ね継ぎ手筋とすると共に、
他方に後行壁側に突出する穴あき金属板を固定し、次
に、後行壁側の横配力筋を重ね継ぎ手筋と穴あき金属板
の間に建て入れ、この後コンクリートを打設して後行壁
を築造することを特徴とする地中連続壁の接合方法。1. An underground continuous wall connecting a part of a reinforcing bar to be built in a succeeding wall construction with a lap joint structure to a lateral force bar protruding from a joint surface of a preceding wall of the underground continuous wall. In the joining method, a reinforcing bar is added to the lateral force bars on both sides of the preceding wall, and one of the lateral force bars and the reinforcing bar is bent inward at the preceding wall portion and protruded toward the succeeding wall to overlap. Along with the joint muscle,
On the other side, fix a perforated metal plate protruding to the trailing wall side, then lay the lateral force bars on the trailing wall side and erected between the joint streaks and the perforated metal plate, and then cast concrete. A method for joining an underground continuous wall, comprising building a trailing wall.
する横配力筋に対し、後行壁築造で建て込まれる鉄筋の
一部を重ね継ぎ手構造で接続する地中連続壁の接合方法
において、 先行壁の両側横配力筋の一部を先行壁部で内側に折り曲
げて後行壁側に突出させることで重ね継ぎ手筋とすると
共に、先行壁側の残る横配力筋に後行壁側に突出する穴
あき金属板を固定し、次に、後行壁側の横配力筋を重ね
継ぎ手筋と穴あき金属板の間に該穴あき金属板をガイド
として建て入れ、この後コンクリートを打設して後行壁
を築造することを特徴とする地中連続壁の接合方法。2. An underground continuous wall connecting a part of a reinforcing bar built in a following wall construction with a lap joint structure to a lateral force bar projecting from a joint surface of a preceding wall of the underground continuous wall. In the joining method, a part of the lateral force bars on both sides of the leading wall is bent inward at the leading wall portion and protruded to the trailing wall side to form a lap joint line, and the remaining lateral force bars on the leading wall side are A perforated metal plate protruding to the trailing wall side is fixed, and then the lateral force bars on the trailing wall side are overlapped and the perforated metal plate is built between the joint streaks and the perforated metal plate as a guide. A method of joining an underground continuous wall, comprising constructing a trailing wall by casting concrete.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP06299794A JP3081121B2 (en) | 1994-12-02 | 1994-12-02 | How to join underground diaphragm walls |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP06299794A JP3081121B2 (en) | 1994-12-02 | 1994-12-02 | How to join underground diaphragm walls |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH08158358A JPH08158358A (en) | 1996-06-18 |
JP3081121B2 true JP3081121B2 (en) | 2000-08-28 |
Family
ID=17877023
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP06299794A Expired - Lifetime JP3081121B2 (en) | 1994-12-02 | 1994-12-02 | How to join underground diaphragm walls |
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JP (1) | JP3081121B2 (en) |
Families Citing this family (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN101858090B (en) * | 2010-06-23 | 2011-11-30 | 天津深基工程有限公司 | Construction method for soft connection of diaphram wall rigid joints |
CN108221956A (en) * | 2016-12-21 | 2018-06-29 | 北京市水利规划设计研究院 | Diaphram wall and its connector |
JP7123782B2 (en) * | 2018-12-18 | 2022-08-23 | 鹿島建設株式会社 | Joint structure of diaphragm wall |
-
1994
- 1994-12-02 JP JP06299794A patent/JP3081121B2/en not_active Expired - Lifetime
Also Published As
Publication number | Publication date |
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JPH08158358A (en) | 1996-06-18 |
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