JPH0536565B2 - - Google Patents
Info
- Publication number
- JPH0536565B2 JPH0536565B2 JP61084604A JP8460486A JPH0536565B2 JP H0536565 B2 JPH0536565 B2 JP H0536565B2 JP 61084604 A JP61084604 A JP 61084604A JP 8460486 A JP8460486 A JP 8460486A JP H0536565 B2 JPH0536565 B2 JP H0536565B2
- Authority
- JP
- Japan
- Prior art keywords
- auger
- ground
- hole
- soft ground
- weight
- 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
Links
- 238000000034 method Methods 0.000 claims description 19
- 239000000463 material Substances 0.000 claims description 9
- 230000002265 prevention Effects 0.000 claims description 6
- 238000003780 insertion Methods 0.000 claims description 4
- 230000037431 insertion Effects 0.000 claims description 4
- 238000006073 displacement reaction Methods 0.000 claims description 3
- 230000008961 swelling Effects 0.000 claims description 2
- 238000010276 construction Methods 0.000 description 17
- 239000002689 soil Substances 0.000 description 9
- 239000004576 sand Substances 0.000 description 6
- 238000007596 consolidation process Methods 0.000 description 4
- 238000005056 compaction Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000002347 injection Methods 0.000 description 3
- 239000007924 injection Substances 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 238000006243 chemical reaction Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 230000036316 preload Effects 0.000 description 2
- 230000001141 propulsive effect Effects 0.000 description 2
- 239000000126 substance Substances 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 238000003911 water pollution Methods 0.000 description 2
- 239000004568 cement Substances 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 238000011549 displacement method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 230000014759 maintenance of location Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 239000011814 protection agent Substances 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Description
【発明の詳細な説明】 〔産業上の利用分野〕 本発明は、浅層地盤改良工法に関する。[Detailed description of the invention] [Industrial application field] The present invention relates to a shallow ground improvement method.
軟弱地盤個所において、構造物に対する地盤耐
力がない時には、従来、置換土工法、杭基礎工
法、薬液注入工法、圧密工法(プレロード工法、
サンドコンパクシヨン工法)、水抜き工法等の工
法により、軟弱地盤の強化が行なわれている。
In soft ground locations, when there is no ground bearing capacity for the structure, conventional methods such as earth displacement method, pile foundation method, chemical injection method, consolidation method (preload method,
Soft ground is being strengthened using construction methods such as the sand compaction method and water drainage method.
しかしながら、近年の施工環境を考慮するとこ
れらの工法には、次に述べるような問題がある。
However, considering the recent construction environment, these construction methods have the following problems.
すなわち、置換土工法では、掘削による周辺施
設(家屋等)への地盤沈下に伴う影響、掘削土の
処理の困難さ、土留工事による工費の増大、置換
土用としての購入土が多く工費が多大となる等の
問題がある。 In other words, with the replacement earth construction method, the impact of excavation on surrounding facilities (houses, etc.) due to ground subsidence, the difficulty of disposing of the excavated soil, the increase in construction costs due to earth retention work, and the large amount of soil purchased for replacement soil, resulting in high construction costs. There are problems such as.
杭基礎工法では、施工環境から無振動、無騒音
工法となることが多く、排土の処理が困難であ
る、孔壁保護用剤の使用により水質汚染が発生す
る、杭のみで反力をとることから大掛かりな施工
となり、工事費が割高となる等の問題がある。 Pile foundation construction methods are often vibration-free and noise-free due to the construction environment, making it difficult to dispose of waste soil, causing water pollution due to the use of hole wall protection agents, and taking reaction force only with piles. Therefore, there are problems such as large-scale construction and relatively high construction costs.
薬液注入工法では、地下水質を汚染する、注入
量が明確でなく、地盤改良効果に信頼性がなく、
施工費が高い等の問題がある。 The chemical injection method contaminates groundwater quality, the amount of injection is not clear, and the ground improvement effect is unreliable.
There are problems such as high construction costs.
プレロード工法では、先行盛り土を行なうため
の土量が必要である、圧密に時間がかかる、路側
では、先行盛り土を行なう場合、隣接する用地も
含める必要があり、施設(家屋)等が近接する個
所では、施工ができない等の問題がある。 In the pre-load construction method, a large amount of soil is required for pre-filling, and it takes time to consolidate.On the roadside, when pre-filling, it is necessary to include adjacent land, and it is necessary to include the adjacent land in areas where facilities (houses) etc. are close together. However, there are problems such as impossibility of construction.
サンドコンパクシヨン工法では、軟弱地盤内に
砂を圧入することから、周辺地盤の圧密は起こる
が、サンドパイルそのものに支持力があまりな
く、このことから、圧密度そのものによる地盤改
良となり、全体的な範囲でのコンパクシヨンを考
慮しないと地盤支持力が期待できない、施工機材
が大掛かりであることから施工規模が大きい場合
でないと採用が困難であり施工費が高くなる、
又、砂の圧入時に振動が発生する等の問題があ
る。 In the sand compaction method, sand is injected into the soft ground, which causes consolidation of the surrounding ground, but the sand pile itself does not have much bearing capacity, so the ground improvement is based on the degree of consolidation itself, and the overall Ground bearing capacity cannot be expected unless compaction within the area is taken into account; construction equipment is large-scale; therefore, it is difficult to employ unless the construction scale is large, and construction costs are high;
Further, there are problems such as vibrations occurring when sand is press-fitted.
水抜き工法では、地下水の汲み上げにより圧密
沈下の促進を図ることから効果が出るまでに時間
がかかる、周辺施設(家屋等)に影響が出、汲み
揚げた水の処理等の問題がある。 Drainage methods involve pumping up groundwater to promote consolidation settlement, which takes time to become effective, affects surrounding facilities (houses, etc.), and has problems with the treatment of pumped water.
本発明は、上記のような問題を解決するために
なされたもので、環境破壊を引き起こすことな
く、軟弱地盤を充分強化することのできる浅層地
盤改良工法を提供することを目的とする。
The present invention has been made to solve the above problems, and an object of the present invention is to provide a shallow ground improvement method that can sufficiently strengthen soft ground without causing environmental destruction.
本発明に係る浅層地盤改良工法は、軟弱地盤上
にウエイトを置き、ドリル翼を外周に有し、押込
パイプの先端に形成される円錐状のオーガを、前
記軟弱地盤のうちの浅層部地盤内に挿入しなが
ら、前記オーガの挿入による表土の盛り上がりに
よる応力の逸散を前記ウエイトにより防止すると
共に、周辺を圧密した孔穴を形成し、この孔穴が
所定の深さに到達後、前記オーガを引き抜きなが
ら、前記押込パイプの先端から中詰材を前記孔穴
内に圧入し、周辺地盤と沈下変位量が一様となる
ような摩擦杭を形成することにより不等沈下防止
層を造るものである。
The shallow ground improvement method according to the present invention places a weight on the soft ground, has a drill blade on the outer periphery, and drives a conical auger formed at the tip of the push pipe into the shallow part of the soft ground. While inserting the auger into the ground, the weight prevents the dissipation of stress due to the swelling of the topsoil due to the insertion of the auger, and forms a hole with a consolidated periphery, and after the auger reaches a predetermined depth, the auger is inserted into the ground. While pulling out the pipe, filler material is press-fitted into the hole from the tip of the push-in pipe, and a friction pile is formed so that the amount of settlement displacement is uniform with the surrounding ground, thereby creating an uneven settlement prevention layer. be.
本発明においては、まず、軟弱地盤上にウエイ
トを置き、この後、ドリル翼を外周に有し、押込
パイプの先端に形成される円錐状のオーガを、軟
弱地盤のうちの浅層部地盤内に挿入しながら、オ
ーガの挿入による表土の盛り上がりによる応力の
逸散を前記ウエイトにより防止すると共に、周辺
を圧密した孔穴を形成する。そして、この孔穴が
所定の深さに到達後、オーガを引き抜きながら、
押込パイプの先端から中詰材を孔穴内に圧入し、
周辺地盤と沈下変位量が一様となるような摩擦杭
を形成して不等沈下防止層を造り、上載荷重に充
分耐えることができる地盤を形成することができ
る。
In the present invention, first, a weight is placed on soft ground, and then a conical auger, which has drill wings on the outer periphery and is formed at the tip of a push pipe, is placed in a shallow part of the soft ground. While inserting the auger into the hole, the weight prevents the dissipation of stress due to the heaving of the topsoil due to the insertion of the auger, and forms a hole with a compacted periphery. After this hole reaches a predetermined depth, while pulling out the auger,
Press the filling material into the hole from the tip of the push pipe,
Friction piles are formed so that the amount of subsidence is uniform with the surrounding ground to create an uneven subsidence prevention layer, and it is possible to form a ground that can sufficiently withstand overburden loads.
以下、本発明の詳細を図面に示す一実施につい
て説明する。
Hereinafter, details of the present invention will be described with reference to an embodiment shown in the drawings.
第1図は、本発明に係る浅層地盤改良工法に用
いる装置の一例を示すもので、図において符号1
1は、主柱13を有するベースマシンを示してい
る。主柱13の上端には、押込パイプ15の上端
に形成されるホツパー17が、吊りワイヤ19に
より、吊り持ちされている。押込パイプ15は主
柱13に配置されるシリンダ21により上下動自
在とされている。 Figure 1 shows an example of an apparatus used in the shallow ground improvement method according to the present invention, and in the figure, reference numeral 1
1 shows a base machine having a main pillar 13. A hopper 17 formed at the upper end of the push-in pipe 15 is suspended from the upper end of the main column 13 by a hanging wire 19. The push-in pipe 15 is vertically movable by a cylinder 21 arranged on the main column 13.
しかして、この実施例の地盤改良装置では、押
込パイプ15内に駆動装置23により回転される
スクリユーコンベア25が配置されている。押込
パイプ15の先端開口部には、内側から外側に開
く弁27が配置されている。押込パイプ15の先
端部には、オーガ29が配置されている。このオ
ーガ29は、第2図に示すように、円筒部31
と、この円筒部31の上下に形成される円錐部3
3,35とから構成されている。下側の円錐部3
5には、オーガ29の回転力を推進力に変換する
ドリル翼37があり、上側の円錐部33にドリル
翼38が形成されている。なお、押込パイプ15
は、ロータリーパワーヘツド39により回動自在
とされている。 Thus, in the ground improvement device of this embodiment, a screw conveyor 25 rotated by a drive device 23 is disposed within the push pipe 15. A valve 27 that opens from the inside to the outside is arranged at the tip opening of the push-in pipe 15. An auger 29 is arranged at the tip of the push pipe 15. This auger 29 has a cylindrical portion 31 as shown in FIG.
and a conical portion 3 formed above and below this cylindrical portion 31.
3,35. Lower cone part 3
5 has a drill blade 37 that converts the rotational force of the auger 29 into propulsive force, and a drill blade 38 is formed in the upper conical portion 33. In addition, the push-in pipe 15
is rotatable by a rotary power head 39.
第3図および第4図は、オーガ29を軟弱地盤
40に押し込んだ時の表土の盛り上がりを防止す
るウエイト41を示すもので、このウエイト41
は、半割体43,45をボルト47により結合し
て構成され、ウエイト41の中心部にオーガ29
を挿入する貫通孔49が形成されている。 3 and 4 show a weight 41 that prevents the topsoil from rising when the auger 29 is pushed into soft ground 40.
is constructed by connecting half bodies 43 and 45 with a bolt 47, and an auger 29 is attached to the center of the weight 41.
A through hole 49 is formed to insert the.
以上のように構成された地盤改良装置を用い
て、本発明の浅層地盤改良工法は、以下述べるよ
うにして行なわれる。 Using the ground improvement device configured as described above, the shallow ground improvement method of the present invention is carried out as described below.
すなわち、まず、第5図に示すように、軟弱地
盤40上に、ウエイト41が置かれ、オーガ29
を軟弱地盤40に押し込んだ時の表土の盛り上が
りによる応力の散逸が防止される。この後、押込
パイプ15がロータリーパワーヘツド39により
回転された状態で、シリンダ21により、軟弱地
盤40内に挿入される。この時、オーガ29の円
錐部35により、周辺を圧密した孔穴51が形成
される。また、オーガ29にドリル翼37が配置
されているため、オーガ29の回転力が推力とな
り、押込パイプ15の軟弱地盤40への挿入が容
易となり、ベースマシン11の小型化を図ること
ができる。この孔穴51が所定の深さに到達後、
押込パイプ15の先端に形成される弁27が開と
される。この後、第6図に示すように、オーガ2
9を逆回転を与えつつ引き抜きながら、スクリユ
コンベア25が回転され、ホツパー17内の中詰
材(例えばセメントと砂との混合物)53が、ス
クリユコンベア25により、押込パイプ15の先
端から孔穴51内に圧入される。なお、この引き
抜き時にも、逆回転を与えることからオーガ29
の上部の円錐部33により、軟弱地盤40の周辺
には、再度圧密層が形成され孔壁周辺地盤の緩み
が防止される。そして、押込パイプ15の引き抜
き後、一定時間置くことにより、中詰材53が固
まり、第7図に示すような摩擦杭55が形成され
る。 That is, first, as shown in FIG. 5, a weight 41 is placed on the soft ground 40, and the auger 29
Dissipation of stress due to heaving of topsoil when pushed into soft ground 40 is prevented. Thereafter, the push-in pipe 15 is inserted into the soft ground 40 by the cylinder 21 while being rotated by the rotary power head 39. At this time, the conical portion 35 of the auger 29 forms a hole 51 whose periphery is compacted. Further, since the drill blades 37 are arranged on the auger 29, the rotational force of the auger 29 becomes a thrust, making it easy to insert the push pipe 15 into the soft ground 40, and making it possible to downsize the base machine 11. After this hole 51 reaches a predetermined depth,
A valve 27 formed at the tip of the push-in pipe 15 is opened. After this, as shown in Figure 6, the auger 2
The screw conveyor 25 is rotated while pulling out the screw 9 while applying reverse rotation, and the filling material (for example, a mixture of cement and sand) 53 in the hopper 17 is pushed through the hole from the tip of the push pipe 15 by the screw conveyor 25. 51. Also, during this pulling out, the auger 29 is rotated in the opposite direction.
The upper conical portion 33 forms a consolidated layer again around the soft ground 40, thereby preventing the ground around the hole wall from loosening. Then, after pulling out the push-in pipe 15, by leaving it for a certain period of time, the filling material 53 hardens, and a friction pile 55 as shown in FIG. 7 is formed.
すなわち、以上のように構成された地盤改良工
法では、円錐状のオーガ29を、軟弱地盤40に
挿入することにより、周辺を圧密した孔穴51を
形成するとともに、中詰材53を孔穴51内に圧
入し、摩擦杭55を形成するので、周辺地盤と摩
擦杭55とが、荷重分担を異にしながら、沈下変
位量が一様とされ、上載荷重に充分耐えることの
できる地盤を形成することができる。 That is, in the ground improvement method configured as described above, the conical auger 29 is inserted into the soft ground 40 to form the hole 51 with its surroundings consolidated, and the filling material 53 is inserted into the hole 51. Since the friction pile 55 is press-fitted, the surrounding ground and the friction pile 55 share different loads, but the amount of settlement displacement is uniform, and it is possible to form a ground that can sufficiently withstand the overburden load. can.
また、以上のように構成された地盤改良装置で
は、押込パイプ15内にスクリユーコンベア25
を配置するとともに、押込パイプ15の先端開口
部に内側から外側に開く弁27を配置したので、
オーガ29の引き抜き時に容易に中詰材53を孔
穴51内に供給できる。また、オーガ29を、円
筒部31と、この円筒部31の上下に形成される
円錐部33,35とから構成し、下側の円錐部3
5にオーガ29の回転力を推進力に変換するドリ
ル翼37を設けたので、孔穴51の周辺に圧密層
を形成しながら、容易にオーガ29を地盤内に挿
入することができる。 In addition, in the ground improvement device configured as described above, the screw conveyor 25 is installed inside the push pipe 15.
At the same time, a valve 27 that opens from the inside to the outside is placed at the tip opening of the push-in pipe 15.
The filling material 53 can be easily supplied into the hole 51 when the auger 29 is pulled out. Further, the auger 29 is composed of a cylindrical part 31 and conical parts 33 and 35 formed above and below this cylindrical part 31, and the lower conical part 3
5 is provided with a drill blade 37 that converts the rotational force of the auger 29 into propulsive force, the auger 29 can be easily inserted into the ground while forming a compacted layer around the hole 51.
さらに、以上のように構成された浅層地盤改良
工法によれば、掘削土および排土が出ないためこ
れらの処理が不要となる。掘削を行なわないため
周辺建物に影響がない。水質汚染がない。孔壁を
圧密することから、杭周辺地盤が圧密され支持力
が増す。例えばモルタル杭を作ることから充分な
垂直反力で得ることができ、又、短い鉄線を混入
することで座屈に対する抵抗力が増大することも
できる。無振動、無騒音工法である等の利点があ
る。 Furthermore, according to the shallow ground improvement method configured as described above, excavated soil and waste soil are not generated, so that the treatment of these soils is not necessary. There will be no impact on surrounding buildings as there will be no excavation. No water pollution. By consolidating the hole wall, the ground around the pile is consolidated and the bearing capacity is increased. For example, sufficient vertical reaction force can be obtained by making mortar piles, and resistance to buckling can be increased by incorporating short iron wires. It has advantages such as vibration-free and noise-free construction method.
なお、本発明において摩擦杭とは、第8図に示
すように軟弱地盤層における不等沈下防止層に設
けられるものを言う。 In the present invention, the friction pile refers to a pile installed in an uneven settlement prevention layer in a soft ground layer, as shown in FIG.
以上述べたように本発明によれば、オーガを、
軟弱地盤のうちの浅層部地盤内に挿入しながら、
オーガの挿入による表土の盛り上がりによる応力
の逸散をウエイトにより防止すると共に、周辺に
圧密した孔穴を形成し、この孔穴が所定の深さに
到達後、オーガを引き抜きながら、押込パイプの
先端から中詰材を孔穴内に圧入し、周辺地盤と沈
下変位量が一様となるような摩擦杭を形成するこ
とにより不等沈下防止層を造るものであるから、
摩擦杭周辺地盤の改良が可能となり、軟弱浅層の
地盤を摩擦杭の作用により周辺に圧密し、摩擦杭
と一体化した強化地盤とし、不等沈下防止層とす
ることができる。
As described above, according to the present invention, the auger is
While inserting into the shallow part of the soft ground,
The weight prevents the dissipation of stress caused by the heaving of the topsoil due to the insertion of the auger, and at the same time, a compacted hole is formed around the periphery, and after this hole reaches a predetermined depth, while pulling out the auger, the tip of the push pipe is This method creates an uneven settlement prevention layer by press-fitting filling material into the hole and forming a friction pile that makes the amount of settlement uniform with the surrounding ground.
It becomes possible to improve the ground around the friction pile, and the soft and shallow ground can be consolidated around it by the action of the friction pile, making it a reinforced ground that is integrated with the friction pile, and creating an uneven settlement prevention layer.
この結果、軟弱地盤そのものを、支持地盤とす
ることが可能となる。 As a result, it becomes possible to use the soft ground itself as supporting ground.
第1図は本発明の地盤改良装置の一実施例を示
す側面図、第2図は第1図のオーガ部の詳細を示
す一部縦断面図、第3図および第4図はウエイト
の上面図および側面図、第5図ないし第7図は本
発明の浅層地盤改良工法の一実施例を示す説明
図、第8図は本発明における摩擦杭の説明図であ
る。
15…押込パイプ、25…スクリユコンベア、
27…弁、29…オーガ、31…円筒部、33,
35…円錐部、37,38…ドリル翼、51…孔
穴、53…中詰材、55…摩擦杭。
Fig. 1 is a side view showing one embodiment of the soil improvement device of the present invention, Fig. 2 is a partial vertical cross-sectional view showing details of the auger part in Fig. 1, and Figs. 3 and 4 are top views of the weights. The drawings and side views, and FIGS. 5 to 7 are explanatory diagrams showing one embodiment of the shallow ground improvement method of the present invention, and FIG. 8 is an explanatory diagram of a friction pile in the present invention. 15...Push pipe, 25...Screw conveyor,
27...Valve, 29...Auger, 31...Cylindrical part, 33,
35... Conical part, 37, 38... Drill blade, 51... Hole, 53... Filling material, 55... Friction pile.
Claims (1)
周に有し、押込パイプの先端に形成される円錐状
のオーガを、前記軟弱地盤のうちの浅層部地盤内
に挿入しながら、前記オーガの挿入による表土の
盛り上がりによる応力の逸散を前記ウエイトによ
り防止すると共に、周辺を圧密した孔穴を形成
し、この孔穴が所定の深さに到達後、前記オーガ
を引き抜きながら、前記押込パイプの先端から中
詰材を前記孔穴内に圧入し、周辺地盤と沈下変位
量が一様となるような摩擦杭を形成することによ
り不等沈下防止層を造ることを特徴とする浅層地
盤改良工法。1. Place a weight on soft ground, insert a conical auger with drill wings on the outer periphery and formed at the tip of a push pipe into the shallow part of the soft ground, and insert the auger into the soft ground. The weight prevents the dissipation of stress due to the swelling of the topsoil due to insertion, and also forms a hole with its periphery consolidated, and after the hole reaches a predetermined depth, while pulling out the auger, the weight is removed from the tip of the push pipe. A shallow ground improvement method characterized by creating an uneven subsidence prevention layer by press-fitting filling material into the hole and forming a friction pile whose subsidence displacement is uniform with the surrounding ground.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP8460486A JPS62242011A (en) | 1986-04-12 | 1986-04-12 | Method and apparatus for constructing shallow ground-improving pile |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP8460486A JPS62242011A (en) | 1986-04-12 | 1986-04-12 | Method and apparatus for constructing shallow ground-improving pile |
Publications (2)
Publication Number | Publication Date |
---|---|
JPS62242011A JPS62242011A (en) | 1987-10-22 |
JPH0536565B2 true JPH0536565B2 (en) | 1993-05-31 |
Family
ID=13835286
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP8460486A Granted JPS62242011A (en) | 1986-04-12 | 1986-04-12 | Method and apparatus for constructing shallow ground-improving pile |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPS62242011A (en) |
Families Citing this family (9)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPH04309617A (en) * | 1991-04-04 | 1992-11-02 | Teruo Koi | Method for improving foundation ground and device therefor |
CN1035342C (en) * | 1993-02-05 | 1997-07-02 | 长治市建筑工程总公司地基处理公司 | Method and apparatus for making compacted pile |
US7226246B2 (en) * | 2000-06-15 | 2007-06-05 | Geotechnical Reinforcement, Inc. | Apparatus and method for building support piers from one or successive lifts formed in a soil matrix |
US8152415B2 (en) | 2000-06-15 | 2012-04-10 | Geopier Foundation Company, Inc. | Method and apparatus for building support piers from one or more successive lifts formed in a soil matrix |
JP2006124957A (en) * | 2004-10-26 | 2006-05-18 | Tenox Corp | Excavating bit for construction of anchor, and construction method for anchor, using it |
JP5350116B2 (en) * | 2009-07-31 | 2013-11-27 | 前田建設工業株式会社 | Method and apparatus for creating ground improvement pile |
JP5716055B2 (en) * | 2013-06-21 | 2015-05-13 | 前田建設工業株式会社 | Construction method of ground improvement pile |
JP5829720B2 (en) * | 2014-04-22 | 2015-12-09 | 雅重機株式会社 | Cement soil pile construction method |
JP6681159B2 (en) * | 2015-08-03 | 2020-04-15 | 株式会社日本住宅保証検査機構 | Construction method and construction machine for hydraulic solidifying material liquid replacement column |
Citations (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPS5873617A (en) * | 1981-09-22 | 1983-05-02 | ドニエプロペトロフスキイ・インジエネルノ−ストロイテルニイ・インスチチユ−ト | Apparatus and method for constructing tubular stake |
-
1986
- 1986-04-12 JP JP8460486A patent/JPS62242011A/en active Granted
Patent Citations (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPS5873617A (en) * | 1981-09-22 | 1983-05-02 | ドニエプロペトロフスキイ・インジエネルノ−ストロイテルニイ・インスチチユ−ト | Apparatus and method for constructing tubular stake |
Also Published As
Publication number | Publication date |
---|---|
JPS62242011A (en) | 1987-10-22 |
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