JPH0442493B2 - - Google Patents
Info
- Publication number
- JPH0442493B2 JPH0442493B2 JP16305788A JP16305788A JPH0442493B2 JP H0442493 B2 JPH0442493 B2 JP H0442493B2 JP 16305788 A JP16305788 A JP 16305788A JP 16305788 A JP16305788 A JP 16305788A JP H0442493 B2 JPH0442493 B2 JP H0442493B2
- Authority
- JP
- Japan
- Prior art keywords
- excavation
- layer
- casing
- sand
- concrete
- 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
- 238000009412 basement excavation Methods 0.000 claims description 40
- 239000011435 rock Substances 0.000 claims description 22
- 239000004576 sand Substances 0.000 claims description 16
- 238000010276 construction Methods 0.000 claims description 9
- 239000004568 cement Substances 0.000 claims description 4
- 239000008267 milk Substances 0.000 claims description 4
- 210000004080 milk Anatomy 0.000 claims description 4
- 235000013336 milk Nutrition 0.000 claims description 4
- 239000004570 mortar (masonry) Substances 0.000 claims description 4
- 239000002689 soil Substances 0.000 claims description 3
- 239000012615 aggregate Substances 0.000 claims 1
- 229910000831 Steel Inorganic materials 0.000 description 8
- 239000010959 steel Substances 0.000 description 8
- 238000000034 method Methods 0.000 description 5
- 238000005553 drilling Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 239000003673 groundwater Substances 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 230000000149 penetrating effect Effects 0.000 description 2
- 239000011148 porous material Substances 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 210000000988 bone and bone Anatomy 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
Description
【発明の詳細な説明】
〔産業上の利用分野〕
本発明は、土木の基礎工事として、砂礫層など
の透水性地盤に効果的な止水土留壁を造成する工
法に関する。DETAILED DESCRIPTION OF THE INVENTION [Field of Industrial Application] The present invention relates to a construction method for constructing an effective water-stop earth retaining wall on permeable ground such as a gravel layer as a civil engineering foundation work.
止水土留壁を造成する方法として、鋼管矢板を
連続して建込み、これで柱列壁を形成する方法が
よく採用される。
As a method of constructing water-stop earth retaining walls, a method is often adopted in which steel pipe sheet piles are erected in succession and these are used to form columnar walls.
第８図はその一例を示すもので、鋼管矢板１は
側面長手方向に沿つて継手１ａを設けたものを使
用し、該継手１ａを介して矢板１を順次並列して
いく。図中２は、この鋼管矢板１を建込むための
掘削孔を示す。 FIG. 8 shows an example of this, in which the steel pipe sheet piles 1 are provided with joints 1a along the longitudinal direction of the sides, and the sheet piles 1 are sequentially arranged in parallel via the joints 1a. 2 in the figure shows an excavated hole for erecting this steel pipe sheet pile 1.
そして、河川等の水のある所で矢板１による止
水土留壁を形成するには、前記掘削孔２は河川底
の砂礫層に形成される。 In order to form a water-stop earth retaining wall using the sheet piles 1 in a place where there is water such as a river, the excavated hole 2 is formed in a gravel layer at the river bottom.
また、鋼管矢板１を建込む工程としては、地中
にオーガ等により掘削孔２を形成し、この掘削孔
２内に砂等を充填して複数本の連続した柱列孔を
造成し、この孔内に矢板１の先端を挿入して順次
つなげていく。 In addition, the process of erecting the steel pipe sheet pile 1 involves forming an excavation hole 2 in the ground using an auger or the like, filling the excavation hole 2 with sand, etc. to create a plurality of continuous column holes, and then Insert the tips of the sheet piles 1 into the holes and connect them one by one.
前記掘削孔２は砂礫層下の岩盤層まで形成し、
矢板１をここまで建込まなければ、充分な支持力
を得ることができないが、砂等が間に介在すると
支持力に難がある。また、地下水がある地盤にお
いては、掘削孔２内への砂の投入時孔壁が崩壊し
て岩盤層まで完全に矢板１を建込むことが困難で
ある。そして、このように矢板１の根入れが不完
全であると、矢板１の下端から地下水が浸透して
止水効果も失われるおそれもある。
The drilling hole 2 is formed up to the bedrock layer below the gravel layer,
If the sheet piles 1 are not erected to this extent, sufficient supporting force cannot be obtained, but if sand or the like is interposed between the piles, the supporting force becomes difficult. Further, in a ground where there is groundwater, the hole wall collapses when sand is poured into the excavated hole 2, making it difficult to erect the sheet pile 1 completely to the bedrock layer. If the sheet pile 1 is incompletely embedded in this way, there is a risk that groundwater will permeate from the lower end of the sheet pile 1 and the water-stopping effect will also be lost.
本発明の目的は前記従来例の不都合を解消し、
理想的な支持力と完全な止水効果を建込む矢板に
与えることができる合理的な止水土留壁造成工法
を提供することにある。 The purpose of the present invention is to eliminate the disadvantages of the conventional example,
The object of the present invention is to provide a rational water-stopping earth retaining wall construction method that can provide ideal bearing capacity and a complete water-stopping effect to the erected sheet piles.
本発明は前記目的を達成するため、先端に掘削
刃を有する掘削ケーシングにより砂、礫層等の透
水層と岩盤層等の不透水層との境をなす基岩線ま
で、ケーシング内の土砂を任意の手段で上方へ排
除しつつ掘進し、基岩線へ先端が達した掘削ケー
シング内にロツド先端に掘削スクリユーを設けた
掘削手段を挿入して岩盤層を所定の深さまで掘削
するとともに、セメントミルク又はモルタルを基
岩線近傍まで充填させかつ攪拌して掘削された岩
を骨材とするコンクリートを作り、掘削ケーシン
グ内に砂又は土砂を投入して該ケーシングを引抜
き、このようにして砂又は土砂及びその下方にコ
ンクリートが充填した連続掘削孔を形成しつつ、
該掘削孔に矢板を建込んで連続壁を造成すること
を要旨とするものである。
In order to achieve the above object, the present invention uses an excavation casing having an excavation blade at the tip to remove the earth and sand inside the casing up to the base rock line that forms the boundary between a permeable layer such as sand and gravel and an impermeable layer such as a bedrock layer. Excavation is carried out by any means while pushing upwards, and the excavation means with a drilling screw at the tip of the rod is inserted into the excavation casing whose tip reaches the base rock line to excavate the bedrock layer to a predetermined depth, and the cement is removed. Milk or mortar is filled up to the vicinity of the base rock line and stirred to make concrete using the excavated rock as aggregate, and sand or earth and sand is poured into the excavation casing and the casing is pulled out. While forming a continuous excavation hole filled with earth and sand and concrete below it,
The gist of the project is to construct a continuous wall by building sheet piles into the excavated hole.
本発明によれば、矢板の根入部となる岩盤層
は、掘削スクリユーを有する掘削手段で確実に掘
削され、また掘削された岩は細かく粉砕された良
質な骨材となる。
According to the present invention, the bedrock layer into which the sheet piles are rooted is reliably excavated by an excavating means having an excavating screw, and the excavated rock becomes finely crushed high-quality aggregate.
そして、矢板はこの骨材を用いたコンクリート
中に根入れされるので、岩盤層と一体化し、該根
入部からの地下水の浸透が防げるとともにコンク
リート硬化後は大きな支持力が得られる。 Since the sheet piles are embedded in concrete using this aggregate, they are integrated with the bedrock layer, preventing groundwater from penetrating through the embedded part, and providing a large supporting force after the concrete hardens.
以下、図面について本発明の実施例を詳細に説
明する。
Embodiments of the present invention will be described in detail below with reference to the drawings.
第１図〜第７図は本発明の止水土留壁造成工法
の１実施例を示す各工程の縦断正面図で、図中３
は透水層である砂礫層、４はその下の不透水層と
しての岩盤層、５はこれらの境界をなす基岩線を
示す。なお、本実施例では砂礫層１は河川等の水
底をなし、水中に止水壁を造築する場合である。 Figures 1 to 7 are longitudinal sectional front views of each process showing one embodiment of the water-stop earth retaining wall construction method of the present invention.
4 indicates a gravel layer which is a permeable layer, 4 indicates a bedrock layer which is an impermeable layer below it, and 5 indicates a base rock line forming a boundary between these layers. In this embodiment, the gravel layer 1 forms the bottom of a river or the like, and a water stop wall is constructed underwater.
第１図に示すように、先端に掘削ビツトなどの
掘削刃６ａを有する掘削ケーシング６を用いて砂
礫層１を掘削していく。 As shown in FIG. 1, a gravel layer 1 is excavated using an excavation casing 6 having an excavation blade 6a such as an excavation bit at its tip.
図中７はこのケーシング６を回転駆動するベー
スマシンで、架台８上に設置され、ジヤツキ９で
上下動する駆動装置１０を有する。なお、図示は
省略するが、該駆動装置はケーシング６の外周を
チヤツクするチヤツク機構とこのチヤツク機構を
回転させる油圧モーターからなり、該駆動装置１
０の中央を貫通するケーシング６をチヤツク機構
で係止し、油圧モーターの回転力で回転させる。 In the figure, reference numeral 7 denotes a base machine for rotationally driving the casing 6, which is installed on a pedestal 8 and has a drive device 10 that is moved up and down by a jack 9. Although not shown in the drawings, the drive device consists of a chuck mechanism that chucks the outer periphery of the casing 6 and a hydraulic motor that rotates this chuck mechanism.
A casing 6 passing through the center of the housing 0 is locked by a chuck mechanism and rotated by the rotational force of a hydraulic motor.
また、掘削ケーシング６で掘削する際には、図
示は省略するがケーシング６内の土砂は掘削バケ
ツトその他の任意の掘削排土手段をケーシング６
内に吊り降ろし、これで上方へ排出していく。 In addition, when excavating with the excavation casing 6, although not shown, the earth and sand inside the casing 6 can be removed by using an excavation bucket or any other excavation and removal means.
It is suspended inside and discharged upwards.
このようにして掘削ケーシング６の先端が基岩
線５に達したならば、そこで掘削を停止する。 In this way, when the tip of the excavation casing 6 reaches the base rock line 5, the excavation is stopped there.
次いで、第２図に示すように掘削ケーシング６
内に、中空ロツド１１ａの先端に掘削刃１１ｂを
有する掘削スクリユー１１ｃを設けた掘削手段１
１を挿入し、これで第３図に示すように岩盤層４
を根入れに必要な所定の深さまで掘削する。 Next, as shown in FIG.
Excavation means 1 is provided with an excavation screw 11c having an excavation blade 11b at the tip of a hollow rod 11a.
1, and now the bedrock layer 4 is inserted as shown in Figure 3.
excavate to the required depth for rooting.
この掘削手段１１は、掘削刃１１ｂを有するこ
とにより通常のアースオーガよりも岩盤掘削に適
するもので、掘削された岩は粉砕された細かなも
のが得られ、これは後述のごとくコンクリート用
の骨材として利用可能である。 This excavating means 11 is more suitable for rock excavation than a normal earth auger because it has an excavating blade 11b, and the excavated rock can be crushed into fine pieces, which are used as bones for concrete as described later. It can be used as a material.
また、該掘削手段１１は独自の駆動装置を有す
るものでもよいが、ロツド１１ａの上端にケーシ
ング６とほぼ同径のドラム１１ｄを設け、これを
駆動装置１０でチヤツクして回転駆動するような
こともできる。 Further, the excavating means 11 may have its own driving device, but a drum 11d having approximately the same diameter as the casing 6 may be provided at the upper end of the rod 11a, and this drum 11d may be rotated by being chucked by the driving device 10. You can also do it.
以上のようにして岩盤層４を掘削してから、ロ
ツド１１ａの先端からセメントミルク又はモルタ
ルを注出してこれと掘削された岩とを攪拌してコ
ンクリート１２を岩盤層４中に作る。 After excavating the bedrock layer 4 as described above, cement milk or mortar is poured out from the tip of the rod 11a and mixed with the excavated rock to form concrete 12 in the bedrock layer 4.
この場合、セメントミルク又はモルタルの注出
は掘削手段１１が掘削中に行つてもよく、また完
全に掘削後に行つてもよい。そして、骨材とする
掘削された岩と攪拌するにはスクリユー１１ｃを
攪拌羽根として利用できる。 In this case, the pouring of cement milk or mortar may take place during the excavation by the excavation means 11, or it may take place completely after the excavation. The screw 11c can be used as a stirring blade to stir the excavated rock used as aggregate.
その後、第５図に示すように、掘削ケーシング
６で更に岩盤層４を基岩線５から前記コンクリー
ト１２の深さ程度まで掘削する。この工程は岩盤
層４中の孔径をその上部の孔径と同一にするため
で、必ずしも必要なものではない。 Thereafter, as shown in FIG. 5, the rock layer 4 is further excavated from the base rock line 5 to about the depth of the concrete 12 using the excavation casing 6. This step is to make the pore diameter in the rock layer 4 the same as the pore diameter in the upper part thereof, and is not necessarily necessary.
そして、第６図に示すように掘削ケーシング６
を引き上げながらその内部に砂又は土砂１３を投
入してコンクリート１２の上部の掘削孔を埋め
る。 Then, as shown in Fig. 6, the excavation casing 6
The excavated hole above the concrete 12 is filled by throwing sand or soil 13 into the concrete while pulling it up.
このようなコンクリート１２及び砂又は土砂１
３を充填した掘削孔は第８図に示すように相互に
一部ラツプさせて２個、３個を連続させて形成
し、コンクリート１２が未硬化の段階で第７図に
示すように鋼管矢板１をその先端が岩盤層４に充
分根入れして建込む。なお、該鋼管矢板１は前記
第８図で説明したように継手１ａを有し、順次並
列して接続していくものを利用できる。 Such concrete 12 and sand or earth 1
As shown in Fig. 8, the excavated holes filled with No. 3 are formed in two or three consecutive holes by partially wrapping each other, and when the concrete 12 is not yet hardened, the steel pipe sheet piles are formed as shown in Fig. 7. 1 is erected so that its tip is fully rooted in bedrock layer 4. Incidentally, the steel pipe sheet pile 1 has the joints 1a, as explained in FIG. 8, and can be used to connect them in parallel in sequence.
以上述べたように本発明の止水土留壁造成工法
は、矢板の根入部となる岩盤層は、掘削孔内でコ
ンクリートを作り、これに矢板を根入れするもの
であるから、該コンクリートを介して矢板は岩盤
層と一体化され、矢板根入部からの地下水の浸透
を防ぎ完全な止水が得られるものである。また、
コンクリート硬化後はこの部分で矢板への強大な
支持力が得られる。
As described above, in the water-stop earth retaining wall construction method of the present invention, the bedrock layer where the sheet piles will be embedded is made of concrete in an excavated hole and the sheet piles are embedded in this. The sheet piles are integrated with the bedrock layer, preventing groundwater from penetrating through the roots of the sheet piles and providing a complete water stoppage. Also,
After the concrete hardens, this part provides a strong support for the sheet piles.
そして、これらを行う一連の工程は、間を置か
ない連続したものとして施工の合理化と工期の短
縮を図ることができるものである。 A series of these steps can be carried out in a continuous manner without any interruptions, thereby streamlining the construction process and shortening the construction period.
第１図〜第７図は本発明の止水土留壁造成工法
の１実施例を示す各工程の縦断正面図、第８図は
鋼管矢板による止水土留壁の一例を示す平面図で
ある。
１……鋼管矢板、１ａ……継手、２……掘削
孔、３……砂礫層、４……岩盤層、５……基岩
線、６……掘削ケーシング、６ａ……掘削刃、７
……ベースマシン、８……架台、９……ジヤツ
キ、１０……駆動装置、１１……掘削手段、１１
ａ……中空ロツド、１１ｂ……掘削刃、１１ｃ…
…掘削スクリユー、１１ｄ……ドラム、１２……
コンクリート、１３……砂又は土砂。
FIGS. 1 to 7 are longitudinal sectional front views showing each step of an embodiment of the water-stop earth retaining wall construction method of the present invention, and FIG. 8 is a plan view showing an example of a water-stop earth retaining wall made of steel pipe sheet piles. 1... Steel pipe sheet pile, 1a... Joint, 2... Excavation hole, 3... Gravel layer, 4... Rock layer, 5... Base rock line, 6... Excavation casing, 6a... Excavation blade, 7
... Base machine, 8 ... Frame, 9 ... Jacket, 10 ... Drive device, 11 ... Excavation means, 11
a...Hollow rod, 11b...Drilling blade, 11c...
...Drilling screw, 11d...Drum, 12...
Concrete, 13...Sand or soil.
Claims (1)
砂、礫層等の透水層と岩盤層等の不透水層との境
をなす基岩線まで、ケーシング内の土砂を任意の
手段で上方へ排除しつつ掘進し、 基岩線へ先端が達した掘削ケーシング内にロツ
ド先端に掘削スクリユーを設けた掘削手段を挿入
して岩盤層を所定の深さまで掘削するとともに、
セメントミルク又はモルタルを基岩線近傍まで充
填させかつ攪拌して掘削された岩を骨材とするコ
ンクリートを作り、 掘削ケーシング内に砂又は土砂を投入して該ケ
ーシングを引抜き、このようにして砂又は土砂及
びその下方にコンクリートが充填した連続掘削孔
を形成しつつ、 該掘削孔に矢板を建込んで連続壁を造成するこ
とを特徴とした止水土留壁造成工法。 ２ 岩盤層でのコンクリート作成後、掘削ケーシ
ングを基岩線からさらに岩盤層への所定深さまで
掘削してから引抜くこととする請求項第１項記載
の止水土留壁造成工法。[Scope of Claims] 1. Using an excavation casing with an excavation blade at the tip, the earth and sand in the casing can be removed by any means up to the base rock line that forms the boundary between a permeable layer such as sand or gravel layer and an impermeable layer such as a bedrock layer. The excavation means is inserted into the excavation casing whose tip has reached the base rock line, and the excavation means with the excavation screw at the tip of the rod is inserted to excavate the rock layer to a predetermined depth.
Cement milk or mortar is filled up to the vicinity of the base rock line and stirred to make concrete using the excavated rock as aggregate, and sand or soil is poured into the excavation casing and the casing is pulled out. Or, a water-stop earth retaining wall construction method characterized by forming a continuous excavation hole filled with earth and sand and concrete below it, and constructing a continuous wall by erecting sheet piles in the excavation hole. 2. The water-stop earth retaining wall construction method according to claim 1, wherein after concrete is made in the bedrock layer, the excavation casing is excavated from the base rock line to a predetermined depth into the bedrock layer and then pulled out.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16305788A JPH0213610A (en) | 1988-06-30 | 1988-06-30 | Water-stopping and sheeting wall construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16305788A JPH0213610A (en) | 1988-06-30 | 1988-06-30 | Water-stopping and sheeting wall construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0213610A JPH0213610A (en) | 1990-01-18 |
| JPH0442493B2 true JPH0442493B2 (en) | 1992-07-13 |
Family
ID=15766356
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP16305788A Granted JPH0213610A (en) | 1988-06-30 | 1988-06-30 | Water-stopping and sheeting wall construction method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0213610A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US11793691B2 (en) | 2020-12-16 | 2023-10-24 | Research Institute For Life Space, Llc | Single-handedly operable wheelchair |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5367537B2 (en) * | 2009-10-30 | 2013-12-11 | 鹿島建設株式会社 | Construction method and structure of steel pipe sheet pile |
| CN107938652B (en) * | 2018-01-03 | 2023-08-22 | 山东科技大学 | Rock-inlaid steel reinforced cement stirring wall and construction method thereof |
-
1988
- 1988-06-30 JP JP16305788A patent/JPH0213610A/en active Granted
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US11793691B2 (en) | 2020-12-16 | 2023-10-24 | Research Institute For Life Space, Llc | Single-handedly operable wheelchair |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0213610A (en) | 1990-01-18 |
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