JPH11209968A - Joint structure of underground continuous wall - Google Patents
Joint structure of underground continuous wallInfo
- Publication number
- JPH11209968A JPH11209968A JP2655098A JP2655098A JPH11209968A JP H11209968 A JPH11209968 A JP H11209968A JP 2655098 A JP2655098 A JP 2655098A JP 2655098 A JP2655098 A JP 2655098A JP H11209968 A JPH11209968 A JP H11209968A
- Authority
- JP
- Japan
- Prior art keywords
- joint
- continuous wall
- underground continuous
- joint structure
- horizontal
- 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.)
- Granted
Links
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
Description
【0001】[0001]
【発明の属する技術分野】本発明は地中連続壁の継手構
造に係り、特にエレメント間の継手部におけるせん断耐
力や曲げじん性を向上させ、継手部での破壊が生じない
ようにした地中連続壁の継手構造に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a joint structure for an underground continuous wall, and more particularly to an underground underground joint in which the shear strength and bending toughness of a joint between elements are improved to prevent the joint from being broken. The present invention relates to a joint structure of a continuous wall.
【0002】[0002]
【従来の技術】一般に地中連続壁の先行エレメントと後
行エレメント間の継手部には剛結継手が採用されてい
る。この剛結継手の継手構造としては従来種々の構造が
提案されている。図5は完成した状態での従来の地中連
続壁50の継手部53の一例を上方から見た部分断面図
である。同図に示したように通常の継手構造では先行エ
レメント51の鉄筋かご54の壁幅方向の端面には後行
エレメント52との仕切りとなる接合鋼板55が取り付
けられている。このため、先行エレメント51と後行エ
レメント52は継手部53でコンクリート壁体としての
一体化が遮断されてしまう。そこで、継手部53におい
て地中連続壁50に作用する曲げモーメント及び面内せ
ん断力、面外せん断力を確実に伝達させるために、図5
では接合鋼板55を貫通する水平継手筋56とシアコネ
クタ57とが使用されている。この水平継手筋56は先
行エレメント51の鉄筋かご54の水平鉄筋58を接合
鋼板55の端面から所定の重ね長を確保して突出させた
もので、後に溝内に建て込まれる後行エレメント52の
鉄筋かご59の水平鉄筋60とにより重ね継手61を構
成する。なお、この重ね継手61の重ね部分では後行エ
レメント52の水平鉄筋60は折り曲げられ、先行エレ
メント51の水平継手筋56の内側に所定の離れで配筋
される。2. Description of the Related Art In general, a rigid joint is employed at a joint between a preceding element and a following element of an underground continuous wall. Conventionally, various structures have been proposed as the joint structure of the rigid joint. FIG. 5 is a partial sectional view of an example of the joint 53 of the conventional underground continuous wall 50 in a completed state, as viewed from above. As shown in the figure, in the ordinary joint structure, a joining steel plate 55 serving as a partition from the succeeding element 52 is attached to an end face of the reinforcing element cage 54 of the leading element 51 in the wall width direction. For this reason, integration of the leading element 51 and the trailing element 52 as a concrete wall by the joint 53 is interrupted. In order to reliably transmit the bending moment, the in-plane shear force, and the out-of-plane shear force acting on the underground continuous wall 50 at the joint 53, FIG.
In this case, a horizontal joint bar 56 and a shear connector 57 penetrating through the joining steel plate 55 are used. The horizontal joint bar 56 is formed by projecting the horizontal bar 58 of the reinforcing bar 54 of the preceding element 51 from the end face of the joining steel plate 55 with a predetermined overlapping length, and is provided with the following element 52 to be built later in the groove. A lap joint 61 is constituted by the horizontal reinforcing bar 60 of the reinforcing bar cage 59. In the overlapped portion of the lap joint 61, the horizontal reinforcing bar 60 of the succeeding element 52 is bent and arranged inside the horizontal joint bar 56 of the preceding element 51 at a predetermined distance.
【0003】[0003]
【発明が解決しようとする課題】このように地中連続壁
のエレメント間の継手部の重ね継手では、鉄筋同士が一
体に束ねられた重ね継手とならず、また離れた鉄筋も安
定液内に存置されているため、鉄筋表面に粘土等が付着
して付着力が十分得られない状態にある。このため、継
手構造の設計では気中で打設されるコンクリート部材の
重ね長より十分大きな重ね長(la)とすることが求め
られている。通常は鉄筋直径(φ)の40倍程度(la
=40φ)の重ね長をとるように規定されている。しか
しながら、大地震等が発生し、建物基礎等としての地中
連続壁に過大な曲げモーメントやせん断力が作用する
と、弱部である継手部にひび割れが発生し、ひび割れは
荷重増加に伴い、図5に示したように水平鉄筋に沿って
壁体内部で壁厚方向を貫通するように成長し、最終的に
重ね継手からぜい性的な付着割裂破壊によって破壊して
しまうおそれがある。As described above, in the lap joint of the joint portion between the elements of the underground continuous wall, the lap joint is not a lap joint in which the reinforcing bars are integrally bundled, and the separated reinforcing bars are also contained in the stable liquid. Since it is present, clay or the like adheres to the surface of the reinforcing bar, and a sufficient adhesive force cannot be obtained. For this reason, in the design of the joint structure, it is required that the overlap length (la) be sufficiently larger than the overlap length of the concrete member cast in the air. Usually, about 40 times the rebar diameter (φ) (la
= 40φ). However, when a large earthquake or the like occurs and an excessive bending moment or shear force acts on the underground continuous wall as a building foundation, cracks occur at the weak joints, and the cracks increase as the load increases. As shown in FIG. 5, it grows so as to penetrate in the wall thickness direction inside the wall along the horizontal reinforcing bar, and may eventually break from the lap joint due to brittle adhesive split fracture.
【0004】また、重ね継手長が長くなることにより、
地盤の掘削開放長が大きくなるため、溝壁が崩落する危
険性が増加する。[0004] Further, as the length of the lap joint becomes longer,
As the excavation open length of the ground increases, the danger of collapse of the trench wall increases.
【0005】そこで、本発明の目的は上述した従来の技
術が有する問題点を解消し、せん断耐力、曲げじん性が
十分確保できるようにし、また溝壁の安定を保持できる
ようにした地中連続壁の継手構造を提供することにあ
る。Accordingly, an object of the present invention is to solve the above-mentioned problems of the prior art, to ensure sufficient shear strength and bending toughness and to maintain the stability of the groove wall underground continuous. It is to provide a wall joint structure.
【0006】[0006]
【課題を解決するための手段】上記目的を達成するため
に、本発明は地中連続壁が構築される溝内の先行エレメ
ントの鉄筋かごから延出した水平継手筋と、該先行エレ
メントに隣接して溝内に建て込まれた後行エレメントの
鉄筋かごから延出した水平鉄筋とにより内部に重ね継手
が形成され、前記各鉄筋かごの端面に取り付けられた接
合鋼板によって画成された継手空間内に繊維補強材を混
入した超高強度コンクリートを打設するようにしたこと
を特徴とする。SUMMARY OF THE INVENTION To achieve the above object, the present invention provides a horizontal joint bar extending from a reinforcing cage of a preceding element in a trench in which an underground continuous wall is constructed, and a horizontal joint bar adjacent to the preceding element. A lap joint is formed internally by a horizontal reinforcing bar extending from a reinforcing bar cage of a subsequent element built in the groove, and a joint space defined by a joint steel plate attached to an end face of each reinforcing bar cage. It is characterized in that ultra-high-strength concrete mixed with a fiber reinforcing material is poured into the inside.
【0007】これにより、継手部の耐力は大幅に増加
し、継手部での破壊を生じないようにすることができ
る。[0007] Thereby, the proof stress of the joint portion is greatly increased, and it is possible to prevent the joint portion from being broken.
【0008】このとき前記継手空間を、前記2枚の対向
した接合鋼板と、溝壁に沿って前記接合鋼板に取り付け
られた側鋼板とで画成することが好ましい。At this time, it is preferable that the joint space is defined by the two opposed joint steel plates and a side steel plate attached to the joint steel plate along the groove wall.
【0009】[0009]
【発明の実施の形態】以下、本発明の地中連続壁の継手
構造の一実施の形態について、添付図面を参照して説明
する。図1に示された地中連続壁1の継手構造10には
先行エレメント11の接合鋼板12と、この接合鋼板1
2と所定の離れをとって対向する位置に接合鋼板を有す
る後行エレメント21が示されている。後行エレメント
21の接合鋼板22は先行エレメント11と同様に鉄筋
かご23の水平鉄筋24を貫通させた状態で鉄筋かご2
3に一体的に取り付けられている。この2枚の接合鋼板
12、22間には水平継手筋13、水平鉄筋24による
重ね継手35を構成する継手空間30が形成されてい
る。この継手空間30内には超高強度繊維補強コンクリ
ート31が打設される。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment of the joint structure of an underground continuous wall according to the present invention will be described below with reference to the accompanying drawings. The joint structure 10 of the underground continuous wall 1 shown in FIG.
A subsequent element 21 having a joined steel plate at a position facing the second element 2 at a predetermined distance is shown. The joining steel plate 22 of the succeeding element 21 passes through the horizontal reinforcing bar 24 of the reinforcing cage 23 in the same manner as the preceding element 11 and the reinforcing cage 2
3 are integrally attached. A joint space 30 is formed between the two joined steel plates 12 and 22 to form a lap joint 35 formed by the horizontal joint bars 13 and the horizontal reinforcing bars 24. An ultra-high-strength fiber reinforced concrete 31 is cast in the joint space 30.
【0010】この継手空間30内に打設されるコンクリ
ートの圧縮強度は壁体本体に比べ十分に高い強度とし、
fc’=800〜1000kg/cm2以上の超高強度コンクリ
ートとすることが好ましい。超高強度コンクリートとし
ては高性能減水剤を使用したコンクリートとすることが
好ましい。また、混和材を用いる手段としてシリカフュ
ームを所定の配合比で添加したシリカフュームコンクリ
ートとすることが好ましい。The compressive strength of the concrete poured into the joint space 30 is set to be sufficiently higher than that of the wall body.
It is preferable to use ultra-high-strength concrete with fc '= 800 to 1000 kg / cm2 or more. As the ultra-high-strength concrete, it is preferable to use a concrete using a high-performance water reducing agent. In addition, it is preferable to use silica fume concrete in which silica fume is added at a predetermined mixing ratio as a means using an admixture.
【0011】また、繊維補強コンクリート31のマトリ
クスとしての超高強度コンクリート中には繊維補強材と
しての短鋼繊維32が所定の混入率で混入されている。
本実施の形態では、直径φf=0.4mm、長さLf=1
2mmのスチールファイバーが混入されている。本発明
ではせん断耐力の向上、高強度コンクリートの圧縮強度
とのバランスとを勘案して繊維混入率Vfを6%(容積
%)に設定した。これにより、コンクリート引張強度を
大きくし、コンクリートひび割れに起因する付着割裂破
壊を防ぐことができる。混入する繊維補強材としてはこ
の他、炭素繊維、アラミド樹脂繊維、ビニロン樹脂繊維
等を適宜選択することができる。このように超高強度コ
ンクリート31に短鋼繊維32を混入させることにより
継手部でのじん性、ひび割れ分散性、せん断強度の向上
を図ることができる。Further, short steel fibers 32 as a fiber reinforcing material are mixed at a predetermined mixing rate into the ultra-high strength concrete as a matrix of the fiber reinforced concrete 31.
In the present embodiment, the diameter φf = 0.4 mm and the length Lf = 1
2 mm steel fiber is mixed. In the present invention, the fiber mixing ratio Vf is set to 6% (vol%) in consideration of the improvement of the shear strength and the balance with the compressive strength of the high-strength concrete. As a result, the concrete tensile strength can be increased, and the bond splitting failure caused by the concrete crack can be prevented. In addition, carbon fiber, aramid resin fiber, vinylon resin fiber and the like can be appropriately selected as the fiber reinforcing material to be mixed. By mixing the short steel fibers 32 into the ultra-high-strength concrete 31 in this way, it is possible to improve the toughness, crack dispersibility, and shear strength at the joint.
【0012】各エレメント11、21の壁体コンクリー
ト14、27と継手空間30の超高強度コンクリート3
1の打設手順について、図2、図3を参照して説明す
る。先行エレメント11の壁体コンクリート14は従来
と同様にトレミーコンクリートとして打設される。次
に、図2に示したように接合鋼板22が端部に設けられ
た後行エレメント21の鉄筋かご23を溝内に建て込
む。その後、図3に示したように後行エレメント21の
壁体コンクリート27をトレミーコンクリートとして打
設する。このとき先行エレメント11及び後行エレメン
ト21に使用するコンクリートの強度には同等のものが
使用されている。さらに、先行エレメント11及び後行
エレメント21の壁体コンクリート14、27が打設さ
れた後に継手空間30内に超高強度コンクリート31を
打設する。The wall concrete 14, 27 of each element 11, 21 and the ultra-high strength concrete 3 in the joint space 30
The casting procedure of No. 1 will be described with reference to FIGS. The wall concrete 14 of the preceding element 11 is cast as tremy concrete as in the prior art. Next, as shown in FIG. 2, the reinforcing cage 23 of the succeeding element 21 provided with the joining steel plate 22 at the end is built in the groove. Thereafter, as shown in FIG. 3, the wall concrete 27 of the succeeding element 21 is cast as tremy concrete. At this time, the concrete used for the preceding element 11 and the following element 21 has the same strength. Further, after the wall concretes 14 and 27 of the preceding element 11 and the following element 21 have been cast, the ultra-high strength concrete 31 is cast in the joint space 30.
【0013】この継手構造10ではコンクリート強度が
高く、ひび割れ分散性が高いため、従来利用していた重
ね継手よりも継手構造10の長さを短くでき、地盤の掘
削開放長を短くすることができ、溝壁の安定性を向上さ
せることが可能となる。この実施の形態では重ね長(l
a)として水平鉄筋の直径(φ)の約10倍(la=1
0φ)を見込むことができ、継手構造10の全長Ljと
しては水平鉄筋直径(φ)の約20倍(20φ)まで短
くすることが可能である。Since the joint structure 10 has high concrete strength and high crack dispersibility, the length of the joint structure 10 can be made shorter than the conventionally used lap joint, and the excavation open length of the ground can be shortened. Thus, the stability of the groove wall can be improved. In this embodiment, the overlap length (l
a) about 10 times the diameter (φ) of the horizontal reinforcing bar (la = 1
0φ), and the total length Lj of the joint structure 10 can be reduced to about 20 times (20φ) the horizontal rebar diameter (φ).
【0014】図4は継手構造10のコンクリートを打設
する前の継手空間30の構造を示したものである。超高
強度コンクリートを打設する際は継手空間30に突出し
ている水平継手筋(図示せず)に付着しているスライム
を継手清掃機(図示せず)で除去するとともに、必要に
応じて安定液を清水と置換してコンクリート打設を行
う。この場合、溝壁の安定を確保するために側鋼板3
6、37を設けてもよい。また、継手空間30の支保材
として深さ方向に所定の間隔をあけて鋼製ストラット3
8を配置してもよい。このように変形防止のために補剛
された継手空間30内に繊維補強材32が混入された超
高強度コンクリートを打設する。ストラット38は後行
エレメントの水平鉄筋(図示せず)が挿入された際に干
渉しない位置に配置しておくことはいうまでもない。FIG. 4 shows the structure of the joint space 30 before the concrete of the joint structure 10 is cast. When placing ultra-high-strength concrete, slime adhering to horizontal joint bars (not shown) projecting into the joint space 30 is removed by a joint cleaner (not shown), and is stabilized as necessary. Concrete is poured by replacing the liquid with fresh water. In this case, the side steel plate 3
6, 37 may be provided. Further, steel struts 3 are provided as support members for the joint space 30 at predetermined intervals in the depth direction.
8 may be arranged. Ultra-high-strength concrete mixed with the fiber reinforcing material 32 is poured into the joint space 30 stiffened in order to prevent deformation. Needless to say, the strut 38 is arranged at a position where it does not interfere when a horizontal reinforcing bar (not shown) of the following element is inserted.
【図1】本発明による地中連続壁の継手構造の一実施の
形態を示した部分断面図。FIG. 1 is a partial cross-sectional view showing an embodiment of a joint structure of an underground continuous wall according to the present invention.
【図2】図1に示した継手構造の施工手順を示した部分
断面図(その1)。FIG. 2 is a partial cross-sectional view (part 1) illustrating a procedure for installing the joint structure illustrated in FIG. 1;
【図3】図1に示した継手構造の施工手順を示した部分
断面図(その2)。FIG. 3 is a partial cross-sectional view (part 2) illustrating a procedure for installing the joint structure illustrated in FIG. 1;
【図4】継手空間の構成例を示した部分平面図。FIG. 4 is a partial plan view showing a configuration example of a joint space.
【図5】従来の地中連続壁の継手構造の一例を示した部
分断面図。FIG. 5 is a partial cross-sectional view showing an example of a joint structure of a conventional underground continuous wall.
1 地中連続壁 10 継手構造 11 先行エレメント 12,22 接合鋼板 13 水平継手筋 21 後行エレメント 24 水平鉄筋 30 継手空間 31 超高強度コンクリート 32 繊維補強材 36,37 側鋼板 DESCRIPTION OF SYMBOLS 1 Underground continuous wall 10 Joint structure 11 Leading element 12,22 Joined steel plate 13 Horizontal joint bar 21 Trailing element 24 Horizontal reinforcing bar 30 Joint space 31 Ultra-high-strength concrete 32 Fiber reinforcement 36,37 Side steel plate
Claims (2)
ントの鉄筋かごから延出した水平継手筋と、該先行エレ
メントに隣接して溝内に建て込まれた後行エレメントの
鉄筋かごから延出した水平鉄筋とにより内部に重ね継手
が形成され、前記各鉄筋かごの端面に取り付けられた接
合鋼板によって画成された継手空間内に繊維補強材を混
入した超高強度コンクリートを打設するようにしたこと
を特徴とする地中連続壁の継手構造。1. A horizontal joint bar extending from a rebar cage of a preceding element in a trench in which an underground continuous wall is constructed, and a rebar cage of a succeeding element built in the trench adjacent to the preceding element. Lap joints are formed internally by horizontal reinforcing bars extending from the steel bar, and ultra-high-strength concrete mixed with a fiber reinforcing material is poured into a joint space defined by the joining steel plates attached to the end faces of the respective reinforcing cages. A joint structure of an underground continuous wall, characterized in that the joint structure is formed.
板と、溝壁に沿って前記接合鋼板に取り付けられた側鋼
板とで画成されたことを特徴とする請求項1記載の地中
連続壁の継手構造。2. The ground according to claim 1, wherein said joint space is defined by said two opposed joined steel plates and a side steel plate attached to said joined steel plates along a groove wall. Medium continuous wall joint structure.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP02655098A JP3637524B2 (en) | 1998-01-22 | 1998-01-22 | Underground continuous wall joint structure |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP02655098A JP3637524B2 (en) | 1998-01-22 | 1998-01-22 | Underground continuous wall joint structure |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH11209968A true JPH11209968A (en) | 1999-08-03 |
JP3637524B2 JP3637524B2 (en) | 2005-04-13 |
Family
ID=12196639
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP02655098A Expired - Fee Related JP3637524B2 (en) | 1998-01-22 | 1998-01-22 | Underground continuous wall joint structure |
Country Status (1)
Country | Link |
---|---|
JP (1) | JP3637524B2 (en) |
Cited By (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN100425773C (en) * | 2006-06-12 | 2008-10-15 | 中铁隧道集团有限公司 | Grille type connection method of rigid joint for underground continuous wall |
JP2009057759A (en) * | 2007-08-31 | 2009-03-19 | Ohbayashi Corp | Method of constructing underground structure and underground structure |
JP2009114695A (en) * | 2007-11-05 | 2009-05-28 | Ohbayashi Corp | Underground structure |
KR101037774B1 (en) | 2008-09-16 | 2011-05-27 | 박길석 | Joint structure for diaphragm wall and method of constructing diaphragm wall using the same |
CN102943486A (en) * | 2012-10-30 | 2013-02-27 | 福州市第三建筑工程公司 | Precast pressed-in underground continuous wall and construction method thereof |
-
1998
- 1998-01-22 JP JP02655098A patent/JP3637524B2/en not_active Expired - Fee Related
Cited By (6)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN100425773C (en) * | 2006-06-12 | 2008-10-15 | 中铁隧道集团有限公司 | Grille type connection method of rigid joint for underground continuous wall |
JP2009057759A (en) * | 2007-08-31 | 2009-03-19 | Ohbayashi Corp | Method of constructing underground structure and underground structure |
JP2009114695A (en) * | 2007-11-05 | 2009-05-28 | Ohbayashi Corp | Underground structure |
KR101037774B1 (en) | 2008-09-16 | 2011-05-27 | 박길석 | Joint structure for diaphragm wall and method of constructing diaphragm wall using the same |
CN102943486A (en) * | 2012-10-30 | 2013-02-27 | 福州市第三建筑工程公司 | Precast pressed-in underground continuous wall and construction method thereof |
CN102943486B (en) * | 2012-10-30 | 2014-07-09 | 福州市第三建筑工程公司 | Precast pressed-in underground continuous wall and construction method thereof |
Also Published As
Publication number | Publication date |
---|---|
JP3637524B2 (en) | 2005-04-13 |
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