JPS6233373B2 - - Google Patents
Info
- Publication number
- JPS6233373B2 JPS6233373B2 JP17282583A JP17282583A JPS6233373B2 JP S6233373 B2 JPS6233373 B2 JP S6233373B2 JP 17282583 A JP17282583 A JP 17282583A JP 17282583 A JP17282583 A JP 17282583A JP S6233373 B2 JPS6233373 B2 JP S6233373B2
- Authority
- JP
- Japan
- Prior art keywords
- retaining wall
- block
- earth pressure
- band
- joints
- 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
Links
- 230000002787 reinforcement Effects 0.000 claims description 24
- 239000004567 concrete Substances 0.000 claims description 11
- 238000010276 construction Methods 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 238000005266 casting Methods 0.000 claims 1
- 229910000831 Steel Inorganic materials 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 230000008602 contraction Effects 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0283—Retaining or protecting walls characterised by constructional features of mixed type
Landscapes
- Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Retaining Walls (AREA)
Description
【発明の詳細な説明】
本発明は擁壁補強構造並びにその工法に関する
ものである。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a retaining wall reinforcement structure and its construction method.
一般に、鉄筋コンクリート、コンクリート又は
コンクリートブロツク製の擁壁には、コンクリー
トが硬化するときの収縮によるクラツクの防止及
び温度変化による膨張収縮の余裕を持たせるため
所定間隔で目地を設置している。この目地は擁壁
の横方向へ10〜12ｍの間隔で該擁壁の縦方向に設
置している。したがつて、擁壁は目地によつて区
分された個々のブロツクからなり、その各ブロツ
クがいわば独立して土圧に抵抗するようになつて
いる。 In general, retaining walls made of reinforced concrete, concrete, or concrete blocks are provided with joints at predetermined intervals to prevent cracks caused by shrinkage when the concrete hardens and to allow for expansion and contraction due to temperature changes. These joints are installed in the vertical direction of the retaining wall at intervals of 10 to 12 m in the horizontal direction of the retaining wall. Therefore, a retaining wall consists of individual blocks separated by joints, each of which resists earth pressure independently.
そこで、擁壁がその設置されている平面的線形
において曲線形であり、更にその曲線が土圧の作
用する方向に対して凹のとき、土圧に対する抵抗
力は弱く、法勾配が少なくなつたり、或いは転倒
するなどの事故が発生している。例えば、第１図
において、山肌２に面する道路１１の路側に設立
される擁壁が土圧Ｆの作用する方向に対し凹の形
で構築されている部分Ａでは、土圧Ｆの力が目地
３で区分された擁壁の各ブロツク１毎に作用する
ため、各ブロツク１は常に道路１１側へ押され
る。そのため、土圧Ｆの力が大きい場合には各ブ
ロツク１は道路１１上に倒壊する危険がある。し
かしながら、擁壁の各ブロツク１が土圧Ｆの作用
する方向に対し凸の形で構築されている部分Ｂで
は、各ブロツク１が目地３を収縮させる作用をし
て部分Ｂ全体が一体的にアーチ型を構成し、土圧
Ｆに対し構造的に強く対抗し得て、前記の如きブ
ロツク１の倒壊事故を生じることは殆んどない。
これらの事実は擁壁が土圧に対抗し得るか否かは
擁壁の平面的線形と土圧の方向に大きく左右され
るにもかかわらず、現在擁壁の設計をするときに
は、構築される擁壁の平面的線形が設計条件とし
て全く配慮されていないことによるものである。
つまり、なお、第１図において擁壁が道路側に構
築されているが、反対側に構築されている場合に
おいても事情は全く同じである。 Therefore, if the retaining wall has a curved shape in the planar alignment in which it is installed, and if the curve is concave with respect to the direction in which earth pressure acts, the resistance to earth pressure will be weak and the normal slope will be small. , or accidents such as falling. For example, in Fig. 1, in a part A where the retaining wall built on the road side of the road 11 facing the mountain surface 2 is constructed in a concave shape with respect to the direction in which the earth pressure F acts, the force of the earth pressure F is Since it acts on each block 1 of the retaining wall divided by the joint 3, each block 1 is always pushed toward the road 11 side. Therefore, if the earth pressure F is large, there is a risk that each block 1 will collapse onto the road 11. However, in part B where each block 1 of the retaining wall is constructed in a convex shape with respect to the direction in which earth pressure F acts, each block 1 acts to contract the joints 3 and the entire part B is integrated. It has an arch shape and can structurally strongly resist the earth pressure F, so that the collapse accident of the block 1 as described above will hardly occur.
These facts indicate that whether or not a retaining wall can withstand earth pressure is largely influenced by the planar alignment of the retaining wall and the direction of the earth pressure. This is because the planar alignment of the retaining wall was not considered at all as a design condition.
In other words, although the retaining wall is constructed on the road side in FIG. 1, the situation is exactly the same even if it is constructed on the opposite side.
そこで、土圧Ｆの力が大きくて各ブロツク１が
倒壊するおそれの多いＡ部では、擁壁の１つ１つ
にアンカー索１ａを張り、該アンカー索１ａを土
圧Ｆの生じない十分に離れた背後の山肌２中にア
ンカー１ｂを取り、各ブロツク１が道路１１側へ
倒れないようにしていた。 Therefore, in section A where the earth pressure F is large and there is a high risk of each block 1 collapsing, the anchor cables 1a are stretched around each retaining wall one by one, and the anchor cables 1a are tied in a sufficient length so that the earth pressure F does not occur. Anchors 1b were placed on the distant mountainside 2 to prevent each block 1 from falling toward the road 11.
しかし、このようにアンカー索１ａを張ること
は、既設のコンクリートからなる各ブロツクを切
削し、さらに山肌に孔を穿設すべき工事を伴うの
で、施工が複雑であつて経費も多大に必要とな
る。加えて、第１図に示す擁壁においてこのアン
カー索１ａを張る山肌２は公有地であればともか
く、一般的には民有地であることが多いので、民
有地の場合には土地所有者に対する補償問題が生
じ、結果としては膨大な経費を必要とする。 However, stretching the anchor cable 1a in this way involves cutting each block of existing concrete and drilling holes in the mountain surface, making the construction complex and requiring a large amount of expense. Become. In addition, the mountain surface 2 on which the anchor cable 1a is stretched in the retaining wall shown in Figure 1 may be public land, but it is generally private land. Compensation problems arise, resulting in huge costs.
本発明はかかる事情に鑑み、擁壁が土圧に押さ
れて倒壊する危険を未然に防止することは勿論、
低コストで経済的な擁壁補強構造並びにその工法
を提供するものである。 In view of these circumstances, the present invention not only prevents the retaining wall from collapsing due to the pressure of the earth, but also
The present invention provides a low-cost and economical retaining wall reinforcement structure and its construction method.
本発明はかかる目的の下に、土圧の作用する方
向に対し凹の形で構築されるとともに、目地によ
り区分された複数のブロツクからなる擁壁に、各
ブロツクの少なくとも上端部を一体的に連結する
帯体若しくは連結部を形成してなる擁壁補強構造
を構成したものであり、また、擁壁の構築時若し
くは竣工後に、各ブロツクの上端部を相互に連結
する籠筋を付設し若しくは横筋を目地を挟んで互
いに連結させて配設し、かつ、コンクリートを打
設する擁壁補強工法を構成した。 With such an object in mind, the present invention has a retaining wall that is constructed in a concave shape with respect to the direction in which earth pressure acts, and is composed of a plurality of blocks separated by joints, with at least the upper end of each block integrally formed. A retaining wall reinforcement structure is constructed by forming connecting bands or connecting parts. Also, during or after the construction of the retaining wall, cage reinforcements are attached to connect the upper ends of each block to each other, or A retaining wall reinforcement method was constructed in which horizontal reinforcements are connected to each other with joints in between, and concrete is poured.
以下、本発明を図示の実施例に基づき説明す
る。 Hereinafter, the present invention will be explained based on illustrated embodiments.
第２図において、従来同様に目地３で個々独立
して構築された各ブロツク１からなる擁壁は山肌
２側で土圧Ｆの作用する方向に対し凹の形の部分
Ａにおいて、各ブロツク１を一体的に連結する帯
体４が付設されている。帯体４は各ブロツク１の
上端で鉢巻き状に形成され、各目地３と対向する
部分の上面に該目地の幅内で所定幅の凹部４ａが
形成されている。この帯体４は第３図及び第４図
に示す如く、ブロツク１の上端部にさし筋５を介
して籠筋６が止着され、この籠筋６のコンクリー
ト７が打設されている。また、この帯体４はブロ
ツク１の構築時若しくは竣工後に付設するとがで
きる。 In Fig. 2, a retaining wall consisting of blocks 1 constructed individually at joints 3 in the same manner as in the past is constructed in a concave portion A with respect to the direction in which earth pressure F acts on the mountain surface 2 side. A band 4 is attached to integrally connect the two. The band 4 is formed into a headband shape at the upper end of each block 1, and a recess 4a of a predetermined width is formed on the upper surface of the portion facing each joint 3 within the width of the joint. As shown in FIGS. 3 and 4, this band 4 has a cage reinforcement 6 fixed to the upper end of the block 1 via a reinforcement 5, and concrete 7 of the cage reinforcement 6 is cast. . Further, this band 4 can be attached at the time of constructing the block 1 or after its completion.
また、第５図及び第６図に示す如く、ブロツク
１の構築時に各目地３付近の各ブロツク１，１に
縦筋８，８を配設するとともに、この縦筋８，８
に連結して横筋９を適宜数連結する。横筋９が露
出する目地３の部分には、前記帯体４と同様に凹
部４ａを設けた連結部１０を各ブロツク１のコン
クリート打設と同時にコンクリートで一体に被覆
する。なお、目地３には従来同様に伸縮性のある
充填材が挿入される。更に、帯体４又は連結部１
０にて一体に連結された擁壁の端部、すなわち土
圧の作用する方向に対し凹の形で構築された擁壁
両端部のブロツク１，１には山肌２にアンカー索
を張つてもよく、また隣接する他のブロツクと連
結をしてもよい。 In addition, as shown in FIGS. 5 and 6, when constructing the block 1, vertical reinforcements 8, 8 are provided in each block 1, 1 near each joint 3, and the vertical reinforcements 8, 8 are
An appropriate number of horizontal strips 9 are connected to each other. At the part of the joint 3 where the horizontal strip 9 is exposed, a connecting part 10 provided with a recess 4a like the band 4 is integrally covered with concrete at the same time as concrete is poured for each block 1. Note that an elastic filler is inserted into the joint 3 as in the conventional case. Furthermore, the band 4 or the connecting part 1
Even if anchor cables are strung on the mountain surface 2 at the ends of the retaining wall connected together at 0, that is, blocks 1 and 1 at both ends of the retaining wall constructed in a concave shape with respect to the direction in which earth pressure acts. It is also possible to connect to other adjacent blocks.
かくして構築された本発明の擁壁補強構造によ
れば、土圧Ｆの作用する方向に対し凹の形となる
各ブロツク１は土圧Ｆに対し目地３によつて区分
されたブロツク１毎ではなく、帯体４又は連結部
１０によつて連結された各ブロツク１が全体とし
て土圧Ｆに対抗できるから、特定部分の１つのブ
ロツク１が倒壊することが防止される。また、帯
体４又は連結部１０を設けるものの、目地３は従
来通りに設けるものであるから、各ブロツク１に
生じるクラツクを該目地３が吸収できることは勿
論であり、また凹部などを弱点として帯体又は連
結部が自からクラツクを生じて吸収するので、各
ブロツクにクラツクを生じることはない。一方、
該目地３により吸収されるクラツク作用より目地
３部分の帯体４又は連結部１０は凹部４ａを弱点
としてクラツクを生じる。しかし支障はない。た
だし、籠筋または横筋は該クラツクによつて腐蝕
することを防止するため、目地の部分には防錆処
理を施しておくものである。 According to the thus constructed retaining wall reinforcement structure of the present invention, each block 1 having a concave shape with respect to the direction in which the earth pressure F acts is divided by the joints 3 with respect to the earth pressure F. Instead, since each block 1 connected by the band 4 or the connecting part 10 can resist the earth pressure F as a whole, one block 1 in a specific part is prevented from collapsing. Further, although the band 4 or the connecting portion 10 is provided, the joints 3 are provided in the conventional manner, so it goes without saying that the joints 3 can absorb the cracks that occur in each block 1, and the recesses and the like can be used as weak points for the band. Since the body or the connecting parts create and absorb the cracks themselves, no cracks occur in each block. on the other hand,
Due to the cracking action absorbed by the joint 3, the band 4 or the connecting portion 10 in the joint 3 portion cracks using the recess 4a as a weak point. But there is no problem. However, in order to prevent the cage ribs or horizontal ribs from being corroded by the cracks, the joint portions are treated with anti-rust treatment.
以上記載した本発明によれば、目地で区分さ
れ、土圧に対し凹の形で構築された複数のブロツ
クからなる擁壁が土圧に対し一体となつて対抗で
きるように各ブロツクを結ぶ帯体若しくは連結部
を有して構成したので、個々のブロツクが単独で
倒壊することを防止できる。したがつて、従来の
ように個々のブロツクにそれぞれアンカー索を張
ることによつて補強する場合に比べて簡単に、か
つ、僅かな費用で帯体又は連結部を形成できる効
果があり、また補強のための格別の用地を必要と
しない。 According to the present invention described above, a retaining wall consisting of a plurality of blocks divided by joints and constructed in a concave shape against earth pressure is constructed by a band connecting each block so that it can resist earth pressure as one unit. Since it is constructed with a body or a connecting portion, it is possible to prevent individual blocks from collapsing independently. Therefore, compared to the conventional method of reinforcing each block by attaching anchor ropes to each block, it is possible to form a band or a connecting part more easily and at a lower cost. No special land is required for this purpose.
しかも本発明において、目地は従来通り形成さ
れているものであるから、各ブロツクが帯体又は
連結部により一体的に連結されていても、各ブロ
ツクに生じうるクラツクは該目地で吸収する一
方、凹部などを弱点として帯体又は連結部が自か
らクラツクを生じて吸収するので、各ブロツク本
体にクラツクを生じる危惧はない。 Moreover, in the present invention, since the joints are formed in the conventional manner, even if the blocks are integrally connected by a band or a connecting part, any cracks that may occur in each block are absorbed by the joints, while Since the band or the connecting portion generates and absorbs cracks by itself using the recesses as weak points, there is no risk of cracks occurring in each block body.
なお、図示の実施例においては籠筋または横筋
として鉄筋を使用しているが、これに限られるわ
けではなく、鋼棒、鋼線等を適宜の材質のものを
使用すればよいものである。 In the illustrated embodiment, reinforcing bars are used as cage reinforcements or transverse reinforcements, but the invention is not limited to this, and steel rods, steel wires, etc. made of appropriate materials may be used.
第１図は土圧の影響を受ける擁壁の平面断面説
明図、第２図は本発明の一実施例を示す斜視図、
第３図は本発明に係る擁壁の縦断面図、第４図は
第３図の部分拡大正面断面図、第５図は本発明の
他の実施例を示す擁壁の縦断面図、第６図は第５
図の部分拡大正面図である。
１…擁壁、２…山肌、３…目地、４…帯体、４
ａ…凹部、５…さし筋、６…籠筋、７…コンクリ
ート、９…横筋、１０…連結部。
Fig. 1 is an explanatory plan cross-sectional view of a retaining wall affected by earth pressure, Fig. 2 is a perspective view showing an embodiment of the present invention,
3 is a vertical cross-sectional view of a retaining wall according to the present invention, FIG. 4 is a partially enlarged front cross-sectional view of FIG. 3, and FIG. 5 is a vertical cross-sectional view of a retaining wall showing another embodiment of the present invention. Figure 6 is the fifth
It is a partially enlarged front view of the figure. 1... Retaining wall, 2... Mountain surface, 3... Joint, 4... Band, 4
a... Concavity, 5... Strain reinforcement, 6... Basket reinforcement, 7... Concrete, 9... Horizontal reinforcement, 10... Connecting portion.
Claims (1)
るとともに、目地により区分された複数のブロツ
クからなる擁壁に、各ブロツクの少なくとも上端
部を一体的に連結する帯体若しくは連結部を形成
してなることを特徴とする擁壁補強構造。 ２ 帯体又は連結部が目地と対向する部分に、所
定深さの凹部を有することを特徴とする特許請求
の範囲第１項記載の擁壁補強構造。 ３ 土圧の作用する方向に対し凹の形で構築され
るとともに、目地により区分された複数のブロツ
クからなる擁壁の構築に際し、若しくは竣工後
に、各ブロツクから突出させたさし筋を介して各
ブロツクを一体的に連結する籠筋を配設し、か
つ、該籠筋にコンクリートを打設して帯体を形成
することを特徴とする擁壁補強工法。 ４ 土圧の作用する方向に対し凹の形で構築され
るとともに、目地により区分された複数のブロツ
クからなる擁壁の構築に際し、各ブロツクの少な
くとも上端部を一体的に連結する横筋を配設し、
該横筋が露出する目地に所定幅のコンクリート被
覆を施すことを特徴とする擁壁補強工法。[Claims] 1. At least the upper end of each block is integrally connected to a retaining wall constructed in a concave shape with respect to the direction in which earth pressure acts and is composed of a plurality of blocks separated by joints. A retaining wall reinforcement structure characterized by forming a band or a connecting part. 2. The retaining wall reinforcing structure according to claim 1, wherein the band or the connecting portion has a recessed portion of a predetermined depth in a portion facing the joint. 3 When constructing a retaining wall that is constructed in a concave shape in the direction in which earth pressure acts and is composed of multiple blocks separated by joints, or after the construction is completed, the retaining wall is A retaining wall reinforcement construction method characterized by arranging cage reinforcements that integrally connect each block and casting concrete on the cage reinforcements to form a band. 4. When constructing a retaining wall that is concave in the direction in which earth pressure acts and is composed of a plurality of blocks separated by joints, a horizontal reinforcement is provided to integrally connect at least the upper end of each block. death,
A retaining wall reinforcement construction method characterized by applying a concrete covering of a predetermined width to the joint where the horizontal reinforcement is exposed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP17282583A JPS6065832A (en) | 1983-09-17 | 1983-09-17 | Reinforcing structure for retaining wall and building method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP17282583A JPS6065832A (en) | 1983-09-17 | 1983-09-17 | Reinforcing structure for retaining wall and building method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS6065832A JPS6065832A (en) | 1985-04-15 |
| JPS6233373B2 true JPS6233373B2 (en) | 1987-07-21 |
Family
ID=15949057
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP17282583A Granted JPS6065832A (en) | 1983-09-17 | 1983-09-17 | Reinforcing structure for retaining wall and building method thereof |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS6065832A (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6225606A (en) * | 1985-07-25 | 1987-02-03 | フリ−工業株式会社 | Snowfall preventing construction method |
-
1983
- 1983-09-17 JP JP17282583A patent/JPS6065832A/en active Granted
Also Published As
| Publication number | Publication date |
|---|---|
| JPS6065832A (en) | 1985-04-15 |
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