JPH0350044B2 - - Google Patents
Info
- Publication number
- JPH0350044B2 JPH0350044B2 JP19770283A JP19770283A JPH0350044B2 JP H0350044 B2 JPH0350044 B2 JP H0350044B2 JP 19770283 A JP19770283 A JP 19770283A JP 19770283 A JP19770283 A JP 19770283A JP H0350044 B2 JPH0350044 B2 JP H0350044B2
- Authority
- JP
- Japan
- Prior art keywords
- wall
- underground continuous
- formwork
- groove
- continuous wall
- 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
- 238000010276 construction Methods 0.000 claims description 24
- 238000009415 formwork Methods 0.000 claims description 24
- 239000007788 liquid Substances 0.000 claims description 16
- 230000000087 stabilizing effect Effects 0.000 claims description 16
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 9
- 238000002347 injection Methods 0.000 claims description 5
- 239000007924 injection Substances 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 5
- 238000000034 method Methods 0.000 description 4
- 239000003381 stabilizer Substances 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 2
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
Landscapes
- Engineering & Computer Science (AREA)
- Structural 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)
- Bulkheads Adapted To Foundation Construction (AREA)
Description
【発明の詳細な説明】 この発明は地中連続壁工法に関する。[Detailed description of the invention] This invention relates to an underground wall construction method.
地中連続壁工法はよく知られているように、地
盤に安定液を使用して掘削壁面の崩壊をおさえな
がら溝を壁状に掘削し、この溝内に鉄筋籠を建込
むとともにコンクリート打設して単位壁とし、こ
れを順次繰り返して連接することにより地中に連
続した壁を構築する。 As is well known, the underground continuous wall construction method involves excavating a trench in the form of a wall while using a stabilizing liquid in the ground to prevent the wall from collapsing, then constructing a reinforcing bar cage inside this trench and pouring concrete. By repeating these unit walls and connecting them in sequence, a continuous wall is constructed underground.
ところで、とくに超若令期の埋立地盤などの崩
壊性地盤において、地中連続壁工法を実施する場
合、掘削壁面の崩壊が著るしい。そのため、溝の
幅が所定幅以上となりそのままの状態でコンクリ
ートを打設すると、必要躯体が得られないなどの
不都合が生ずる。 By the way, especially when implementing the continuous underground wall construction method in collapsible ground such as very young reclaimed ground, the collapse of the excavated wall surface is significant. Therefore, if the width of the groove exceeds a predetermined width and concrete is poured in that state, there will be problems such as not being able to obtain the required frame.
この対策の一つとして、通常の安定液に代え
て、経時的に硬化するいわゆる自硬性安定液を使
用して先行溝を掘削し、前記自硬性安定液が硬化
したのち所定幅の溝を掘削する方式が注目されて
実用段階に入つて来た。 As one of the countermeasures, instead of a normal stabilizing liquid, a so-called self-hardening stabilizing liquid that hardens over time is used to excavate a preliminary trench, and after the self-hardening stabilizing liquid hardens, a groove of a predetermined width is excavated. This method has attracted attention and has entered the practical stage.
しかしながら、この方式は一度掘削した箇所を
再度重複して掘削する必要が生じ、この再掘削に
要する工費、工期などの面で無視できないなどの
問題がある。 However, this method has problems such as the need to redundantly excavate the previously excavated area, which cannot be ignored in terms of the construction cost and construction period required for this re-excavation.
この発明は上記問題をかんがみてなされたもの
で、その目的はとくに超若令期の埋立地盤などの
崩壊性地盤において、先行溝内の硬化した自硬性
安定液を再掘削する方式に代えて工費、工期など
の面で有利に施工できる地中連続壁工法を提供す
ることにある。 This invention was made in consideration of the above-mentioned problems, and its purpose is to replace the method of re-excavating the hardened self-hardening stabilizing liquid in the preceding trench with a lower construction cost, especially in collapsible ground such as very young reclaimed ground. The purpose of the present invention is to provide an underground continuous wall construction method that is advantageous in terms of construction period.
すなわち、この発明は、地中連続壁の構築に先
行して、前記地中連続壁の壁幅より拡い幅の先行
溝を自硬性安定液を満たしながら掘削すること、
前記先行溝内に、前記地中連続壁の壁幅に相当す
る幅を有する上端開放の中空壁体状型枠を注水管
理しながら建込むこと、前記先行溝と前記中空壁
体状型枠の間の前記自硬性安定液が硬化したの
ち、前記中空壁体状型枠を撤去して前記地中連続
壁用の溝を形成すること、前記溝内に鉄筋籠を建
込み、ついでコンクリートを打設することを含む
ことを特徴とするもので、以下その実施例を図面
を参照しながら詳述する。 That is, the present invention includes, prior to construction of an underground continuous wall, excavating a preliminary trench having a width wider than the wall width of the underground continuous wall while filling it with a self-hardening stabilizing liquid;
erecting a hollow wall formwork with an open top end having a width corresponding to the wall width of the underground continuous wall in the preceding trench while managing water injection; After the self-hardening stabilizing liquid in between has hardened, removing the hollow wall formwork to form a groove for the underground continuous wall, building a reinforcing bar cage in the groove, and then pouring concrete. Examples thereof will be described in detail below with reference to the drawings.
まず、第１図〜第５図はそれぞれ本発明に係る
地中連続壁工法の施工順序を示す縦断面図であ
る。 First, FIGS. 1 to 5 are longitudinal cross-sectional views showing the construction order of the underground continuous wall construction method according to the present invention.
第１図において、地中連続壁１の構築に先行し
て、前記地中連続壁１の壁幅より拡い幅の先行溝
２を自硬性安定液３を満たしながら掘削する。 In FIG. 1, prior to construction of an underground continuous wall 1, a preliminary groove 2 having a width wider than the wall width of the underground continuous wall 1 is excavated while being filled with a self-hardening stabilizing liquid 3.
前記自硬性安定液３は、よく知られているよう
に、ベントナイト、セメント系硬化材、水を主成
分とし、経時的に硬化し、その硬化体は原地盤の
強度以上の強度を示し、また不透水性の性状を示
す。 As is well known, the self-hardening stabilizer 3 mainly contains bentonite, a cement-based hardening agent, and water, and hardens over time, and the hardened product exhibits a strength higher than that of the original ground. Shows water-impermeable properties.
第２図、第３図において、未硬化状態の前記自
硬性安定液３を満たした前記先行溝２内に、後記
の解体、撤去の可能な上端開放の中空壁体状型枠
４を、前記型枠４内に水５を注いで注水管理しな
がら所定位置に建込む。その際、前記先行溝２内
に建込まれた前記型枠４によつてオーバーフロー
した未硬化状態の前記自硬性安定液３は前記先行
溝２上部に近接して設けたドライピツト（図示せ
ず）に回収されて再利用することができる。 In FIGS. 2 and 3, a hollow wall formwork 4 with an open top end that can be disassembled and removed as described later is placed in the preceding groove 2 filled with the self-hardening stabilizing liquid 3 in an uncured state. Water 5 is poured into the formwork 4 and the formwork is erected at a predetermined position while controlling the water injection. At this time, the self-hardening stabilizer 3 in an uncured state overflowed by the formwork 4 built in the preceding groove 2 is transferred to a dry pit (not shown) provided close to the upper part of the preceding groove 2. can be collected and reused.
かくして、第４図において、前記先行溝２と前
記中空壁体状型枠４の間の前記自硬性安定液３′
が硬化したのち、前記型枠４は解体、撤去されて
地中連続壁用の溝６が形成される。その際、前記
型枠４内の水５は外圧に対する抵抗体として前記
溝６内に残置される。 Thus, in FIG. 4, the self-hardening stabilizing liquid 3' between the leading groove 2 and the hollow wall formwork 4
After hardening, the formwork 4 is dismantled and removed to form a trench 6 for the underground continuous wall. At this time, the water 5 in the formwork 4 remains in the groove 6 as a resistor against external pressure.
第５図において、前記溝６内に鉄筋籠（図示せ
ず）を建込み、ついで水５と置換してコンクリー
ト７を打設し一つの単位壁８が構築される。 In FIG. 5, a reinforcing bar cage (not shown) is erected in the groove 6, and then water 5 is replaced with concrete 7 and concrete 7 is poured to construct one unit wall 8.
これを順次繰り返すことにより地中連続壁１が
構築される。 By repeating this in sequence, the underground continuous wall 1 is constructed.
なお、前記中空壁体状型枠４は第１１図Ａ，Ｂ
に示すように、側板９，９′と、前記側板９，
９′間を仕切る端板１０，１０′、中央板１１と、
前記側板９下端にヒンジ１２を介して枢支された
底板１３とで構成されている。前記側板９，９′
の内面側の両端部および中央部に、前記端板１
０，１０′、中央板１１の長手方向両端部にそれ
ぞれ具備した係合鈎状部１４に係合しうる係合溝
状部１５がそれぞれ設けられる。前記底板１３に
止着されたワイヤー１６を引張ることにより、下
端閉合の前記中空壁体状型枠４が形成される。そ
して、前記型枠４は注水管理により前記先行溝２
内に建込まれる。また、前記先行溝２の内前記型
枠４を解体、撤去するには、端板１０，１０′、
中央板１１、側板９′、底板１３を枢支した側板
９を順次引抜くことにより達成される。 The hollow wall formwork 4 is shown in FIGS. 11A and 11B.
As shown in FIG.
9', end plates 10, 10', and a center plate 11,
It is comprised of a bottom plate 13 pivotally supported at the lower end of the side plate 9 via a hinge 12. Said side plates 9, 9'
The end plate 1 is attached to both ends and the center of the inner surface of the
Engagement grooves 15 are provided at both ends of the center plate 11 in the longitudinal direction, respectively. By pulling the wire 16 fixed to the bottom plate 13, the hollow wall formwork 4 with its lower end closed is formed. Then, the formwork 4 is installed in the preceding groove 2 by water injection management.
built inside. In addition, in order to dismantle and remove the formwork 4 in the preceding groove 2, end plates 10, 10',
This is accomplished by sequentially pulling out the center plate 11, the side plates 9', and the side plates 9 on which the bottom plate 13 is pivotally supported.
ところで、本発明に係る地中連続壁工法におけ
る単位壁相互のジヨイント手段は従来公知のいず
れを採用しても可能である。 By the way, any conventionally known means for joining the unit walls in the underground continuous wall construction method according to the present invention can be used.
ここでは、その一つの実施例を以下図面を参照
しながら概述する。 Here, one embodiment thereof will be briefly described below with reference to the drawings.
第６図〜第１０図はそれぞれ本発明に係る地中
連続壁工法における単位壁相互のジヨイント手段
の施工順序を示す平面図である。 FIGS. 6 to 10 are plan views showing the construction order of joint means between unit walls in the underground continuous wall construction method according to the present invention, respectively.
第６図において、本図は前図の第１図に該当す
るが、まず地中連続壁長手方向に既設先行溝２′
に隣接して先行溝２を自硬性安定液３を満たしな
がら掘削する。 In Figure 6, this figure corresponds to Figure 1 of the previous figure, but first, the existing leading trench 2'
A preceding groove 2 is excavated adjacent to the groove 2 while being filled with a self-hardening stabilizing liquid 3.
第７図において、本図は前図の第２図、第３図
に該当するが、前記先行溝２内に既設単位壁８′
に隣接しながら中空壁体状型枠４を注水管理によ
り建込む。その際、地中連続壁施工方向の前記型
枠４と前記先行溝２との間に遊び部分１７を設け
ると、後行の打設コンクリートによる廻り込みが
防止される。 In FIG. 7, this figure corresponds to FIGS. 2 and 3 of the previous figure, but the existing unit wall 8' is installed in the preceding groove 2.
A hollow wall formwork 4 is erected by controlling water injection while adjoining the wall. At this time, if a play portion 17 is provided between the formwork 4 and the preceding groove 2 in the underground continuous wall construction direction, encircling by subsequent poured concrete is prevented.
第８図において、本図は前図の第４図に該当す
るが、前記自硬性安定液３′が硬化したのち前記
型枠４は解体、撤去されて地中連続壁用の溝６が
形成される。 In Fig. 8, this figure corresponds to Fig. 4 of the previous figure, but after the self-hardening stabilizing liquid 3' has hardened, the formwork 4 is dismantled and removed to form a groove 6 for an underground continuous wall. be done.
第９図において、本図は前図の第５図に該当す
るが、前記溝６内に鉄筋籠（図示せず）を建込
み、ついでコンクリート７を打設し一つの単位壁
８が構築される。 In Fig. 9, this figure corresponds to Fig. 5 of the previous figure, but a reinforcing bar cage (not shown) is erected in the groove 6, and then concrete 7 is poured to construct one unit wall 8. Ru.
第１０図において、前記遊び部分１７をも含む
つぎの先行溝２″が掘削される。 In FIG. 10, the next leading groove 2'', which also includes the play area 17, is excavated.
これを順次繰り返して連接することにより地中
連続壁１が構築される。 The underground continuous wall 1 is constructed by sequentially repeating this process and connecting them.
以上本発明によれば、自硬性安定液を満たした
先行溝内に中空壁体状型枠を建込み、前記自硬性
安定液が硬化したのち前記中空壁体状型枠を撤去
したから、再掘削によらず地中連続壁用の溝が形
成されるので、工費、工期などの面できわめて有
利に計ることができる。 As described above, according to the present invention, since the hollow wall formwork is built in the preceding groove filled with the self-hardening stabilizing liquid and the hollow wall formwork is removed after the self-hardening stabilizing liquid has hardened, the hollow wall formwork can be reused. Since the trench for the underground continuous wall is formed without any excavation, it is extremely advantageous in terms of construction cost and construction period.
第１図〜第５図はそれぞれ本発明に係る地中連
続壁工法の施工順序を示す縦断面図である。第６
図〜第１０図はそれぞれ本発明に係る地中連続壁
工法における単位壁相互のジヨイント手段の施工
順序を示す平面図である。第１１図Ａは本発明に
係る中空壁体状型枠の平面図、第１１図Ｂは第１
１図ＡのＸ−Ｘ線縦断面図である。
１……地中連続壁、２，２′，２″……先行溝、
３……未硬化の自硬性安定液、３′……硬化した
自硬性安定液、４……中空壁板状型枠、６……
溝、８，８′……単位壁。
1 to 5 are longitudinal cross-sectional views showing the construction order of the underground continuous wall construction method according to the present invention. 6th
1 to 10 are plan views showing the construction order of joint means between unit walls in the underground continuous wall construction method according to the present invention, respectively. FIG. 11A is a plan view of a hollow wall formwork according to the present invention, and FIG. 11B is a plan view of the first
FIG. 1 is a vertical cross-sectional view taken along the line XX of FIG. 1A. 1... underground continuous wall, 2, 2', 2''... leading trench,
3... Uncured self-hardening stabilizer, 3'... Hardened self-hardening stabilizer, 4... Hollow wall plate-shaped formwork, 6...
Groove, 8, 8'...Unit wall.
Claims (1)
壁の壁幅より拡い幅の先行溝を自硬性安定液を満
たしながら掘削すること、前記先行溝内に前記地
中連続壁の壁幅に相当する幅を有する上端開放の
中空壁体状型枠を注水管理しながら建込むこと、
前記先行溝と前記中空壁体状型枠の間の前記自硬
性安定液が硬化したのち、前記中空壁体状型枠を
撤去して前記地中連続壁用の溝を形成すること、
前記溝内に鉄筋籠を建込み、ついでコンクリート
を打設することを含む地中連続壁工法。1. Prior to construction of the underground continuous wall, excavating a preceding trench with a width wider than the wall width of the underground continuous wall while filling it with a self-hardening stabilizing liquid, and placing the underground continuous wall in the preceding trench. Erecting a hollow wall formwork with an open top end having a width equivalent to the wall width while managing water injection;
After the self-hardening stabilizing liquid between the preceding groove and the hollow wall formwork has hardened, removing the hollow wall formwork to form a groove for the underground continuous wall;
An underground continuous wall construction method that includes erecting a reinforcing cage in the trench and then pouring concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP19770283A JPS6092514A (en) | 1983-10-24 | 1983-10-24 | Underground continuous wall work |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP19770283A JPS6092514A (en) | 1983-10-24 | 1983-10-24 | Underground continuous wall work |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS6092514A JPS6092514A (en) | 1985-05-24 |
| JPH0350044B2 true JPH0350044B2 (en) | 1991-07-31 |
Family
ID=16378933
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP19770283A Granted JPS6092514A (en) | 1983-10-24 | 1983-10-24 | Underground continuous wall work |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS6092514A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6926431B1 (en) | 2002-04-09 | 2005-08-09 | Magna Donnelly Mirrors North America, L.L.C. | Vehicular mirror assembly incorporating multifunctional illumination source |
| US7140755B2 (en) | 1993-02-01 | 2006-11-28 | Donnelly Corporation | Security lighted exterior rearview mirror system for a vehicle |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113245482A (en) * | 2021-06-16 | 2021-08-13 | 上海宝冶集团有限公司 | Method for manufacturing reinforcement cage |
-
1983
- 1983-10-24 JP JP19770283A patent/JPS6092514A/en active Granted
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US7140755B2 (en) | 1993-02-01 | 2006-11-28 | Donnelly Corporation | Security lighted exterior rearview mirror system for a vehicle |
| US6926431B1 (en) | 2002-04-09 | 2005-08-09 | Magna Donnelly Mirrors North America, L.L.C. | Vehicular mirror assembly incorporating multifunctional illumination source |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS6092514A (en) | 1985-05-24 |
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