JPH0554535B2 - - Google Patents
Info
- Publication number
- JPH0554535B2 JPH0554535B2 JP60192919A JP19291985A JPH0554535B2 JP H0554535 B2 JPH0554535 B2 JP H0554535B2 JP 60192919 A JP60192919 A JP 60192919A JP 19291985 A JP19291985 A JP 19291985A JP H0554535 B2 JPH0554535 B2 JP H0554535B2
- Authority
- JP
- Japan
- Prior art keywords
- packer
- grout
- soft ground
- grout material
- under pressure
- 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
- 239000011440 grout Substances 0.000 claims description 103
- 239000000463 material Substances 0.000 claims description 73
- 238000000034 method Methods 0.000 claims description 30
- 239000002759 woven fabric Substances 0.000 claims description 18
- 239000004744 fabric Substances 0.000 claims description 6
- 239000011083 cement mortar Substances 0.000 claims description 4
- 238000005553 drilling Methods 0.000 claims description 4
- 239000004576 sand Substances 0.000 description 19
- 239000002689 soil Substances 0.000 description 12
- 238000005056 compaction Methods 0.000 description 11
- 238000010276 construction Methods 0.000 description 8
- 230000000694 effects Effects 0.000 description 8
- 238000002347 injection Methods 0.000 description 8
- 239000007924 injection Substances 0.000 description 8
- 239000000126 substance Substances 0.000 description 6
- 239000004568 cement Substances 0.000 description 5
- 239000004927 clay Substances 0.000 description 5
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 3
- 235000011941 Tilia x europaea Nutrition 0.000 description 3
- 239000004571 lime Substances 0.000 description 3
- 230000036316 preload Effects 0.000 description 3
- 230000035939 shock Effects 0.000 description 3
- 238000005728 strengthening Methods 0.000 description 3
- XLYOFNOQVPJJNP-ZSJDYOACSA-N Heavy water Chemical compound [2H]O[2H] XLYOFNOQVPJJNP-ZSJDYOACSA-N 0.000 description 2
- 230000007423 decrease Effects 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 239000003381 stabilizer Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- HRPVXLWXLXDGHG-UHFFFAOYSA-N Acrylamide Chemical compound NC(=O)C=C HRPVXLWXLXDGHG-UHFFFAOYSA-N 0.000 description 1
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000011109 contamination Methods 0.000 description 1
- 239000003814 drug Substances 0.000 description 1
- 229940079593 drug Drugs 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000003912 environmental pollution Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000002791 soaking Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 230000000087 stabilizing effect Effects 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (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、軟弱地盤用地下構造物、詳しくは軟
弱地盤対策として行なわれるものであつて、重量
構造物の基礎として用いられるとともに、軟弱地
盤そのものを改良する軟弱地盤用地下構造物およ
びその構築法に関する。DETAILED DESCRIPTION OF THE INVENTION Field of Industrial Application The present invention relates to underground structures for use on soft ground, more specifically, as a countermeasure against soft ground. This article relates to improved underground structures for soft ground and their construction methods.
従来技術
杭基礎やケーソン基礎は、典型的な軟弱地盤の
基礎であるが、これらは上載荷重を下部の強固な
層に伝える働きをなすものである。しかしこれら
の基礎は高価であり、重量はそれほど大きくない
場合には地盤改良で済ませた方が経済的である。
地盤が特に軟弱である場合にはネガテイブフリク
シヨンや横抵抗の問題が付随し、これらの基礎単
独では対処できない。PRIOR TECHNOLOGY Pile foundations and caisson foundations are typical foundations for soft ground, and they serve to transfer overburden loads to the lower, stronger layer. However, these foundations are expensive, and if they are not very heavy, it is more economical to just improve the ground.
If the ground is particularly soft, problems of negative friction and lateral resistance will accompany the problem, and these foundations alone cannot deal with them.
軟弱地盤そのものを改良する方法として、間げ
き比の大きい軟弱土を除去して間げき比の小さい
良質の砂と置きかえる置換工法、土粒子の骨組み
をそのままにして間げきに硬化性の薬液を充てん
し間げき比の減少を図る薬液注入工法、石灰やセ
メントなどの化学的安定材による混合処理工法、
衝撃または振動を利用してゆるい砂質の地盤中に
砂を圧入して砂抗を造成し、また軟かい粘土層の
場合でも砂を圧入して地盤を圧密し、圧入された
砂と置換するサンドコンパクシヨンパイル工法な
どがある。しかし、近年の構造物は大規模化し重
量化しているので、土質安定処理工法に大きな期
待がかけられており、そして最近では環境保全の
要請が強まり、公害をともなう工法は許されなく
なつている。置換工法は残土の処理に問題がある
ので用いられるなくなつている。薬液注入工法は
アクリルアミド系の薬液による地下水汚染の被害
に対して世論の非難が高まり、そしてこの工法は
設計範囲に一様で確実に注入を行なうとともに、
これを確認する方法が確立されておらず、強度増
加や変形防止を目的とするときの注入範囲の設計
などに未解決の課題がある。 Methods to improve the soft ground itself include the replacement method, which removes soft soil with a high clearance ratio and replaces it with high-quality sand with a small clearance ratio, and the replacement method, which leaves the framework of soil particles intact and fills the spaces with hardening chemicals. Chemical injection method to reduce the gap ratio, mixed treatment method using chemical stabilizers such as lime and cement,
Sand is injected into loose sandy ground using shock or vibration to create a sand pit, and even in the case of a soft clay layer, sand is injected to compact the ground and replace the injected sand. Examples include sand compaction pile construction method. However, as structures in recent years have become larger and heavier, there are great expectations for soil stabilization methods, and recently, as demands for environmental protection have become stronger, construction methods that cause pollution are no longer allowed. . The replacement method is no longer used due to problems with disposal of leftover soil. The chemical injection method has been criticized by public opinion due to damage caused by groundwater contamination due to acrylamide-based chemicals, and this method not only injects uniformly and reliably within the design area, but also
There is no established method to confirm this, and there are unresolved issues such as designing the injection range when the purpose is to increase strength or prevent deformation.
石灰やセメントなどの化学的安定材による混合
処理工法は設計法に未だ不明確な点が残つている
こと、石灰が粘土と反応して強固になるポゾラン
反応が十分に利用されていないために効率が悪い
こと、滞水砂層をはさむ粘土地盤では使用できな
いこと、土質や安定材の種類によつては改良効果
に大きな差があること、周辺のPHを高めるので問
題となるほど問題点が多い。 Mixing treatment methods using chemical stabilizers such as lime and cement are not efficient due to the fact that there are still uncertainties in the design method and that the pozzolanic reaction, in which lime reacts with clay and becomes solid, has not been fully utilized. It has many problems, such as its poor performance, its inability to be used on clay ground with a water-retaining sand layer in between, its improvement effects that vary greatly depending on the soil quality and type of stabilizing material, and its increased pH in the surrounding area.
サンドコンパクシヨンパイル工法は、粘土地盤
に適用したときに打設にともなう粘土の散乱と強
度回復、砂柱の応力分担比などまだ解決されてい
ない課題をかかえており、また衝撃または振動を
利用するため周辺住民の不平不満が多いこと、良
質の砂を多量に利用するため必ずしも安価でない
ことなど問題点が多い。 The sand compaction pile construction method, when applied to clay ground, has unresolved issues such as scattering of clay and strength recovery due to pouring, stress sharing ratio of sand columns, and the use of shock or vibration. Therefore, there are many problems such as many complaints from surrounding residents, and because a large amount of high-quality sand is used, it is not necessarily cheap.
圧気圧をプレロードとする地盤改良工法とし
て、盛り土によるプレロードの代わりに、砂抗間
に設けた、柔軟で気密に富むゴムなどよりなる円
筒内の圧気をプレロードとし、軟弱地盤の圧密を
促進した後、圧気を抜いて円筒の中に砂又はモル
タルなどを充填し抗を作り、複合地盤としての効
果もあげんとする圧気圧をプレロードとする地盤
改良工法であつて、円筒の周りの地盤に含まれた
水を砂杭内へ押し出して地盤を改良し、大量の土
砂の移動コストを大幅に節約せんとするものがあ
る（特開昭52−103812号公報）。この工法ではゴ
ムのような気密性の円筒がその周りの軟弱地盤を
押圧する圧力は、気圧の圧力以下、即ち、圧気が
軟弱地盤の圧接を促進する程度の圧力である。圧
気を抜いた円筒の中に砂、又はモルタルなどを充
填し、杭を作ることを示しているが、この工法で
用いる円筒はゴムなどのような気密性に富むもの
であるので、円筒とその周りの軟弱地盤とは一体
となつて結合されていない。したがつて、施工
後、軟弱地盤の土砂が泥状となつたときには、杭
の間をすり抜けて、地盤強化の効果を期待できな
い。特に、地滑り地帯の軟弱地盤においてはこの
ような杭打ち工法は地盤強度の効果を全く期待で
きない。 As a ground improvement method that uses pressure pressure as preload, instead of preloading with embankment, pressure air in a cylinder made of flexible and airtight rubber etc. installed between sand pits is used as preload to promote consolidation of soft ground. This is a ground improvement method that uses pressure as a preload to create a resistance by releasing pressure and filling the cylinder with sand or mortar, etc., and creating an effect as a composite ground. There is a method that improves the ground by pushing out water into sand piles, thereby significantly reducing the cost of moving large amounts of earth and sand (Japanese Unexamined Patent Publication No. 103812/1982). In this construction method, the pressure with which an airtight cylinder such as rubber presses against the soft ground around it is less than that of atmospheric pressure, that is, the pressure is such that the pressure promotes pressure contact of the soft ground. It shows that piles are made by filling a depressurized cylinder with sand or mortar, but since the cylinder used in this method is made of highly airtight material such as rubber, the cylinder and its surroundings are It is not integrated with the soft ground. Therefore, when the soil on the soft ground becomes muddy after construction, it will slip between the piles and no effect of strengthening the ground can be expected. Particularly in soft ground in landslide areas, this pile driving method cannot be expected to have any effect on ground strength.
本発明は、このような問題点を解決することを
目的とするものであつて、固化した柱状体自体で
上載荷重を支持するとともに、高圧充填されたグ
ラウト材で軟弱地盤を締め固め、さらにパツカー
の編み目から滲み出た一部のグラウト材がパツカ
ー周辺の土砂にしみこんで形成された、柱状体と
一体化した構造体によつて、支持力対策と沈下対
策の両面に対処できる軟弱地盤用地下構造物、及
び土中にグラウト材を散乱させることなく、グラ
ウト材が加圧圧縮され固化した強度の高い柱状体
（パツカーコンパクシヨンパイル）を形成するこ
とができ、またゆう水箇所でも施工可能であつて
グラウト材を効率的に利用することができる、軟
弱地盤用地下構造物の構築法を提供することにあ
る。 The purpose of the present invention is to solve these problems by supporting the overburden load with the solidified columnar body itself, compacting the soft ground with high-pressure filled grout, and further compacting the soft ground. An underground structure for soft ground that can take measures against both bearing capacity and subsidence by forming a structure that is integrated with the pillars, which is formed by some of the grout material seeping out from the meshes of the concrete and soaking into the earth and sand around the patch car. It is possible to form a strong columnar body (Patzker compaction pile) in which the grout is pressurized and solidified without scattering the grout in the structure or soil, and it can also be installed in areas with heavy water. An object of the present invention is to provide a method of constructing an underground structure for soft ground, which can efficiently utilize grout material.
問題点を解決するための手段
第１の発明の軟弱地盤用地下構造物は、軟弱地
盤に所定の間隔をもつて埋設された、一端が閉塞
され、他端よりグラウト材が加圧注入される、長
さ方向に縫い目のない筒状に膨張可能な編み目の
細かい織布製のパツカーと、該パツカー内に加圧
充填されて該パツカーが膨張させられ、その状態
で固化したグラウト材とよりなつている。Means for Solving the Problems The underground structure for soft ground of the first invention is buried in soft ground at a predetermined interval, one end is closed, and grout material is injected under pressure from the other end. A packer made of finely woven fabric that can be expanded into a seamless cylinder shape in the length direction, and a grout material that is pressurized and filled into the packer to expand the packer and solidify in that state. ing.
第２の発明の軟弱地盤用地下構造物の構築法
は、軟弱地盤に所定の間隔をもつて削孔し、削孔
に一端が閉塞され、他端よりグラウト材が加圧注
入される、長さ方向に縫い目のない筒状に膨張可
能な編み目の細かい織布製のパツカーを挿入し、
該パツカーの一端よりパツカーにグラウト材を加
圧充填して該パツカーを膨張させ、その状態で該
グラウト材を固化させることよりなる。 The method of constructing an underground structure for soft ground according to the second invention is a long one in which holes are drilled at predetermined intervals in soft ground, one end of the drilled holes is closed, and grout is injected under pressure from the other end. Insert a patch car made of finely woven fabric that can be expanded into a seamless cylinder shape in the horizontal direction.
This method consists of filling the packer with grout under pressure from one end of the packer, expanding the packer, and solidifying the grout in this state.
本発明の目的を達成するための本発明の構成を
実施例に対応する第１〜８図を用いて説明する。 The structure of the present invention for achieving the object of the present invention will be explained using FIGS. 1 to 8 corresponding to embodiments.
第１の発明の軟弱地盤用地下構造物１２または
１３は、軟弱地盤に所定の間隔をもつて埋設され
た、一端が閉塞され、他端よりグラウト材が加圧
注入される、長さ方向に縫い目のない筒状に膨張
可能な編み目の細かい織布製のパツカー１と、該
パツカー内に加圧充填されて該パツカーが膨張さ
せられ、その状態で固化したグラウト材３とより
なつている。 The underground structure 12 or 13 for soft ground of the first invention is buried in soft ground at a predetermined interval, one end is closed, grout is injected under pressure from the other end, and the underground structure is installed in the longitudinal direction. It consists of a packer 1 made of finely knitted woven fabric that can be expanded into a seamless cylindrical shape, and a grout material 3 that is pressurized and filled into the packer to expand the packer and solidify in that state.
第１の発明の実施態様は、軟弱地盤に所定の間
隔をもつて第１の方向に埋設された、一端が閉塞
され、他端よりグラウト材が加圧注入される、長
さ方向に縫い目のない筒状に膨張可能な編み目の
細かい織布製のパツカーと、該パツカー内に加圧
充填されて該パツカーが膨張させられ、その状態
で固化したグラウト材３とよりなる第１柱状体１
０Ａと、第１の方向に交叉するごとく第２の方向
に埋設された、一端が閉塞され、他端よりグラウ
ト材が加圧注入される、長さ方向に縫い目のない
筒状に膨張可能な編み目の細かい織布製のパツカ
ー１と、該パツカー内に加圧充填されて該パツカ
ーが膨張させられ、その状態で固化したグラウト
材３とよりなる第２の柱状体１０Ｂとよりなる軟
弱地盤用地下構造物１３である。 A first embodiment of the invention is a seam in the longitudinal direction, which is buried in a first direction at a predetermined interval in soft ground, is closed at one end, and grout is injected under pressure from the other end. A first columnar body 1 comprising a packer made of a finely woven fabric that can be expanded into a hollow cylinder, and a grout material 3 that is pressurized and filled into the packer to expand the packer and solidify in that state.
0A and is buried in a second direction so as to intersect with the first direction, one end is closed, grout material is injected under pressure from the other end, and it is expandable into a seamless cylinder shape in the length direction. For use on soft ground, the second columnar body 10B consists of a packer 1 made of finely woven fabric and a grout 3 that is pressurized and filled into the packer to expand the packer and solidify in that state. This is an underground structure 13.
また第１の発明の他の実施態様は、グラウト材
３として膨張材を添加したセメントモルタル系グ
ラウト材を用いた軟弱地盤用地下構造物１２又は
１３である。 Another embodiment of the first invention is an underground structure 12 or 13 for soft ground using a cement mortar type grout material to which an expansive material is added as the grout material 3.
次に、第２の発明の軟弱地盤用地下構造物の構
築法は、軟弱地盤に所定の間隔をもつて削孔し、
削孔に一端が閉塞され、他端よりグラウト材が加
圧注入される、長さ方向に縫い目のない筒状に膨
張可能な編み目の細かい織布製のパツカー１を挿
入し、該パツカーの一端よりパツカー１にグラウ
ト材を加圧充填して該パツカー１を膨張させ、そ
の状態で該グラウト材３を固化させることよりな
る。 Next, the method for constructing an underground structure for soft ground according to the second invention includes drilling holes at predetermined intervals in the soft ground,
A packer 1 made of a finely woven fabric that can be expanded into a seamless cylinder in the longitudinal direction and has one end closed and a grout material injected under pressure from the other end is inserted into the drilled hole, and one end of the packer is inserted. The method consists of filling the packer 1 with grout material under pressure to expand the packer 1, and solidifying the grout material 3 in this state.
第２の発明の実施態様は、軟弱地盤に所定の間
隔をもつて第１の方向に削孔し、第１の方向の削
孔４Ａに交叉するごとく、第１の方向削孔４Ａの
それぞれの間に第２のの方向に削孔し、第１及び
第２の方向の削孔４Ａ，４Ｂに、一端が閉塞さ
れ、他端よりグラウト材が加圧注入される、長さ
方向に縫い目のない筒状に膨張可能な編み目の細
かい織布製のパツカー１をそれぞれ挿入し、該パ
ツカーの一端よりパツカー１にグラウト材をそれ
ぞれ加圧充填して該パツカー１を膨張させ、その
状態で該グラウト材３を固化させることよりなる
軟弱地盤用地下構造物１３の構築法である。 In the second embodiment of the invention, holes are drilled in the first direction at predetermined intervals in the soft ground, and each of the first directional holes 4A intersects with the holes 4A in the first direction. In between, holes are drilled in the second direction, and one end of the drilled holes 4A and 4B in the first and second directions is closed, and grout is injected under pressure from the other end, and a seam is formed in the length direction. Insert a packer 1 made of a finely woven fabric that can be expanded into a cylindrical shape, pressurize and fill the packer 1 with grout material from one end of the packer, expand the packer 1, and in this state, fill the grout with the grout material. This is a method of constructing an underground structure 13 for soft ground by solidifying the material 3.
第２の発明の他の実施態様は、軟弱地盤に所定
の間隔をもつて第１の方向に削孔し、第１の方向
の削孔４Ａに、一端が閉塞され、他端よりグラウ
ト材が加圧注入される、長さ方向に縫い目のない
筒状に膨張可能な編み目の細かい織布製のパツカ
ー１を挿入し、該パツカーの一端よりパツカー１
にグラウト材を加圧充填して該パツカー１を膨張
させ、その状態で該グラウト材３を固化させて第
１の柱状体１０Ａを形成させ、該柱状体１０Ａの
それぞれの間で第１の方向の柱状体１０Ａに交叉
するごとく、第２の方向に削孔し、第２の方向の
削孔４Ｂに一端が閉塞され、他端よりグラウト材
が加圧注入される、長さ方向に縫い目のない筒状
に膨張可能な編み目の細かい織布製のパツカー１
を挿入し、該パツカーの一端よりパツカー１にグ
ラウト材を加圧充填して該パツカー１を膨張さ
せ、その状態で該グラウト材３を固化させて第２
の方向の柱状体１０Ｂを形成させることよりなる
軟弱地盤用地下構造物１３の構築法である。 In another embodiment of the second invention, holes are drilled in the first direction at predetermined intervals in the soft ground, one end of the drilled hole 4A in the first direction is closed, and grout is poured from the other end. A packer 1 made of a finely-knit woven fabric that can be inflated into a cylindrical shape with no seams in the longitudinal direction and is injected under pressure is inserted, and the packer 1 is inserted from one end of the packer.
The packer 1 is expanded by filling with grout material under pressure, and in this state, the grout material 3 is solidified to form the first columnar bodies 10A, and between each of the columnar bodies 10A, the packer 1 is expanded. A hole is drilled in the second direction so as to intersect the columnar body 10A, one end of which is closed in the drilled hole 4B in the second direction, and grout is injected under pressure from the other end. A pack car made of finely woven fabric that can be expanded into a cylindrical shape.
is inserted into the packer, pressure is filled into the packer 1 with grout material from one end of the packer to expand the packer 1, and in this state, the grout material 3 is solidified and a second
This is a method of constructing an underground structure 13 for soft ground by forming columnar bodies 10B in the direction of .
本発明において用いるパツカー１は、一端が閉
塞され、他端よりグラウト材が加圧注入される、
長さ方向に縫い目のない筒状に膨張可能な編み目
の細かい織布製のパツカーであり、その具体例と
して、円筒状に編んだ、径方向に大きく膨張する
ことができ、網目の非常に細かい織布、例えばメ
リヤス編みした円筒状の編み物あげられる。 The packer 1 used in the present invention has one end closed, and grout material is injected under pressure from the other end.
It is a tatsuka made of finely woven woven fabric that can be expanded into a cylindrical shape with no seams in the length direction.A specific example is a tatsuka made of a finely woven fabric that is woven into a cylindrical shape, can expand greatly in the radial direction, and has a very fine mesh. Woven fabrics, such as stockinette knitted cylindrical fabrics.
パツカー１は、一端が閉塞され、他端よりグラ
ウト材が加圧注入される、長さ方向に縫い目のな
い筒状に膨張可能な編み目の細かい織布製のパツ
カーであるので、パツカー内にグラウト材が加圧
充填されてパツカーが膨張させられても、パツカ
ーは縫い目がないために縫い目のところでほころ
ぶこともなく、また縫い目のところに穴がででき
ず、グラウト材がパツカーより局部的に流出する
こともなく、パツカーを大きく膨張させ、グラウ
ト材をその状態で固化することができる。 The packer 1 is a finely woven cloth packer that is closed at one end and into which grout is injected under pressure from the other end and expandable into a seamless cylinder in the longitudinal direction. Even if the material is pressurized and inflated, the grout material will not come apart at the seams because it has no seams, and holes will not form at the seams, causing the grout material to leak out locally from the pack car. It is possible to greatly expand the pack car and solidify the grout material in that state without having to do anything.
埋設した柱状体１０Ａ，１０Ｂ、即ちパツカー
コンパクシヨンパイル１０Ａ，１０Ｂのパターン
は、杭式（柱列式）１２、パイルが隣接して並ん
だ状態の壁式、及び格子式１３である。 The patterns of the buried columnar bodies 10A and 10B, that is, the packer compaction piles 10A and 10B, are a pile type (column type) 12, a wall type in which piles are arranged adjacent to each other, and a lattice type 13.
垂直方向のパイル１０Ａと水平方向のパイル１
０Ｂとが交叉して格子を形成するときは、両パイ
ル１０Ａ，１０Ｂが交叉部１３Ａにおいて互いに
食い込んだ状態とするのが望ましい。 Vertical pile 10A and horizontal pile 1
When the piles 10A and 10B cross each other to form a lattice, it is desirable that the piles 10A and 10B bite into each other at the crossing portion 13A.
パツカー１へのグラウト材３の注入圧は、例え
ば５〜10Kg／cm2であり、この程度の注入圧でパツ
カー１は逐次、加圧されつつ充填されるグラウト
材自身の重量が積み重ねられて著しく大きく膨張
し、軟弱地盤の孔壁を押圧して軟弱地盤を圧縮す
る。たとえば軟弱地盤のＮ値にもよるが、例えば
直径10cmの削孔は加圧充填されたグラウト材によ
るパツカー１の膨張によつて直径80cmに拡径す
る。 The injection pressure of the grout material 3 into the packer 1 is, for example, 5 to 10 kg/cm 2 , and at this level of injection pressure, the packer 1 is successively pressurized and the weight of the grout itself being filled is piled up, resulting in a significant It expands greatly and presses against the hole wall in the soft ground, compressing the soft ground. For example, depending on the N value of the soft ground, for example, a drilled hole with a diameter of 10 cm is expanded to a diameter of 80 cm by the expansion of the packer 1 by the pressurized grout.
第１及び第２の本発明において、パツカー１に
グラウト材３を加圧注入してパツカー１を径方向
に膨張させるためにグラウト材３にC.S.A.セメン
ト、アルミ粉、イントルジヨンエイド、そのたの
発泡剤をもちいてもよい。 In the first and second aspects of the present invention, the grout material 3 is injected under pressure into the pack car 1 to expand the pack car 1 in the radial direction. You may also use a drug.
作 用
本発明によれば、グラウト材が軟弱地盤中に埋
設されたパツカー１内に加圧充填され、パツカー
１は圧力と逐次、加圧充填されるグラウト材自身
の重量が重ね合わされて著しく大きく膨張する。
パツカー１は、一端が閉塞され、他端よりグラウ
ト材が加圧注入される、長さ方向に縫い目のない
筒状に膨張可能な編み目の細かい織布製のパツカ
ーであるので、パツカー内にグラウト材が加圧充
填されてパツカーが膨張させられても、パツカー
は縫い目がないために縫い目のところでほころぶ
こともなく、また縫い目のところに穴ができず、
グラウト材がパツカーより局部的に流出すること
もなく、パツカーを大きく膨張させ、グラウト材
をその状態で固化することができる。そして、(イ)
一部のグラウト材がパツカーの細かな編み目より
滲み出て支持地盤である軟弱地盤の土や砂に侵入
し、グラウト材が固化して形成された柱状体を中
心としてそれらの柱状体のまわりの軟弱地盤が強
化又は固化され、柱状体と一体化され、(ロ)グラウ
ト材の水分がパツカーの外に押し出されて水−セ
メント比が減少し、グラウト材が圧縮され、柱状
体の強度が著しく増大し、(ハ)柱状体のまわりの軟
弱地盤が締め固められてその密度が著しく増大
し、地盤のせん断強度が増大する。Effect According to the present invention, the grout material is pressurized and filled into the pack car 1 buried in soft ground, and the pack car 1 becomes extremely large due to the superposition of the pressure and the weight of the grout material itself that is pressurized and filled. Expand.
The packer 1 is a finely woven cloth packer that is closed at one end and into which grout is injected under pressure from the other end and expandable into a seamless cylinder in the longitudinal direction. Even when the material is pressurized and inflated, the packer does not have seams, so it will not unravel at the seams, and there will be no holes at the seams.
The grout material does not locally flow out from the packer, and the packer can be greatly expanded and the grout can be solidified in that state. And (a)
Some of the grout material oozes out through the fine mesh of the patch car and invades the soil and sand of the soft ground that is the supporting ground, and the grout material solidifies and forms around the columnar bodies. The soft ground is strengthened or solidified and integrated with the columnar body, (b) the moisture in the grout material is pushed out of the pack, the water-cement ratio decreases, the grout material is compressed, and the strength of the columnar body is significantly increased. (c) The soft ground around the columnar bodies is compacted, its density increases significantly, and the shear strength of the ground increases.
実施例 １
第１図のごとく、軟弱地盤に所定の間隔をもつ
て垂直方向（第１の方向）の孔４Ａを削孔する。Example 1 As shown in FIG. 1, holes 4A are drilled in the soft ground at predetermined intervals in the vertical direction (first direction).
一方、メリヤス編みした円筒状の蓬い目のない
パツカー１を用い、その下端を閉そくし上端にグ
ラウト注入部材２を取付ける（第８図）。 On the other hand, a stockinette knitted cylindrical patch car 1 with no folding stitches is used, the lower end of which is closed off, and the grout injection member 2 is attached to the upper end (FIG. 8).
削孔４Ａにパツカー１をそう入し、パツカー１
にグラウト材３を加圧注入してパツカー１を膨張
させる。この状態で養生しグラウト材３を固化さ
せてパツカーコンパクシヨンパイル１０Ａを造成
し、パイル１０Ａを柱列状に設ける。このように
パイル群１０Ａの造成によつてパイル１０Ａの近
傍の軟弱地盤は締固められる。 Insert Patch Car 1 into drilling hole 4A, and
Grout material 3 is injected under pressure to expand the packer 1. The grout material 3 is cured in this state to solidify to form packer compaction piles 10A, and the piles 10A are arranged in columns. In this way, by creating the pile group 10A, the soft ground in the vicinity of the pile 10A is compacted.
実施例 ２
実施例１にしたがつて、垂直方向のパツカーコ
ンパクシヨンパイル１０Ａを軟弱地盤中に柱列状
に設ける。次に地面に対して斜め方向（第２の方
向）で、かつ垂直方向のパイル１０Ａの中間にボ
ーリングマシンで斜孔４Ｂを削孔する。これらの
斜孔４Ｂにパツカー１をそう入し、パツカー１に
グラウト材３を高圧注入し、パツカー１を膨張さ
せ、この状態で養生、固化させて第２の方向のパ
ツカーコンパクシヨンパイル１０Ｂを造成し、パ
イル１０Ｂを柱列状に設ける。Example 2 According to Example 1, vertical packer compaction piles 10A are provided in columns in soft ground. Next, a diagonal hole 4B is drilled with a boring machine in the middle of the pile 10A, which is diagonal to the ground (second direction) and perpendicular to the ground. The packer 1 is inserted into these diagonal holes 4B, the grout material 3 is injected into the packer 1 under high pressure, the grout 1 is expanded, and in this state it is cured and solidified to create a packer compaction pile 10B in the second direction. The piles 10B are arranged in columns.
第１の方向と第２の方向のパイル１０Ａ，１０
Ｂが互いに交叉して格子を形成するとき、交叉部
におい互いにくい込み強固な結合がえられる。 Piles 10A, 10 in the first direction and the second direction
When B intersects with each other to form a lattice, they are embedded into each other at the intersecting portions, resulting in a strong bond.
格子状にパイルを設けることにより、水平方向
に対する剛性が大きくなり、強固な地下構造物が
えられる（第５〜７図）。 By providing piles in a lattice pattern, rigidity in the horizontal direction is increased and a strong underground structure can be obtained (Figures 5 to 7).
実施例 ３
実施例１のごとく、垂直方向のパツカーコンパ
クシヨンパイル１０Ａを柱列状に設ける（第１〜
２図）。次にパイル１０群１０Ａの前方を床掘り
する。地盤に対して水平方向、即ち壁面に対して
垂直で、かつパイル１０Ａの中間に水平方向の孔
４Ｂをボーリングマシンで削孔する（第３図）。Example 3 As in Example 1, vertical packer compaction piles 10A are provided in a columnar manner (first to
Figure 2). Next, the floor is dug in front of the pile 10 group 10A. A hole 4B is bored in the horizontal direction to the ground, that is, perpendicular to the wall surface, and in the middle of the pile 10A using a boring machine (FIG. 3).
これらの削孔４Ｂにパツカー１をそう入、グラ
ウト材３を高圧注入し軟弱地盤を押し広げてパツ
カー１を膨張させる。グラウト材３を養生、固化
して水平方向（第２の方向）のパツカーコンパク
シヨンパイル１０Ｂを造成する。この状態を第４
図に示す。パイル１０Ａ，１０Ｂを格子状に設け
ることにより、垂直方向は勿論のこと、水平方向
に対する剛性も大きくなり、強固な地下構造物が
えられる。 The packer 1 is inserted into these drilled holes 4B, and the grout material 3 is injected under high pressure to spread out the soft ground and expand the packer 1. The grout material 3 is cured and solidified to create a horizontal (second direction) packer compaction pile 10B. This state is the fourth
As shown in the figure. By providing the piles 10A and 10B in a lattice pattern, the rigidity not only in the vertical direction but also in the horizontal direction is increased, and a strong underground structure can be obtained.
効 果
本発明の軟弱地盤用地下構造物によれば、グラ
ウト材が軟弱地盤中に埋設されたパツカー１内に
加圧充填され、パツカー１は圧力と逐次、加圧充
填されるグラウト材自身の重量が重ね合わされて
著しく大きく膨張させられ、そして(イ)一部のグラ
ウト材がパツカーの細かな編み目より滲み出て支
持地盤である軟弱地盤の土や砂に侵入し、グラウ
ト材が固化して形成された柱状体を中心としてそ
れらの柱状体のまわりの軟弱地盤が強化又は固化
され、柱状体と一体化され、(ロ)グラウト材の水分
がパツカーの外に押し出されて水−セメント比が
減少し、グラウト材が圧縮され、柱状体の強度が
著しく増大し、(ハ)柱状体のまわりの軟弱地盤が固
められてその密度が著しく増大し、かつ結合され
て地盤のせん断強度を増大させることができ、グ
ラウト材と織布製のパツカーとその周りの軟弱地
盤とはグラウト材とパツカーの編み目から滲み出
たグラウト材とによつて互いに一体となつて結合
されているので、施工後、パイル周辺の軟弱地盤
の土砂は泥状とならないし、パイル杭の間をすり
抜けることもなく、地盤強化の効果を期待でき、
特に地滑り地帯の軟弱地盤においては本発明の軟
弱地盤用地下構造物は地盤強化の効果が極め大き
い、さらに剛性の大きい構造物が地中に形成され
ているので、上載荷重を支持するとともに高圧注
入されたグラウト材で軟弱地盤を締固めて支持力
対策と沈下対策の両面に対処できること、また本
発明の地下構造物は水平方向および垂直方向に対
する剛性が大きいので、せん断強さと支持力の大
きいアンカー周辺地盤がえられ、山止め壁のタイ
バツク、擁壁の転倒防止、浮き上がり防止、地す
べり防止、矢板式護岸のタイロツドなどに利用で
きる。Effects According to the underground structure for soft ground of the present invention, the grout material is pressurized and filled into the grout car 1 buried in the soft ground, and the grout car 1 is filled with pressure and sequentially, the grout material itself that is pressurized and filled. The weight is piled up and expands considerably, and (a) some of the grout material seeps out through the fine mesh of the patch car and invades the soil and sand of the soft ground that is the supporting ground, causing the grout material to solidify. The soft ground around the formed pillars is strengthened or solidified and integrated with the pillars, and (b) the moisture in the grout is pushed out of the pack, increasing the water-cement ratio. decrease, the grout is compressed, and the strength of the column increases significantly, and (c) the soft ground around the column is consolidated and its density increases significantly, and is combined to increase the shear strength of the ground. After construction, the grout material, the woven fabric patch car, and the surrounding soft ground are integrally connected to each other by the grout material and the grout material that seeps out from the stitches of the patch car. The soil in the soft ground around the piles will not become muddy and will not slip between the piles, so you can expect the effect of strengthening the ground.
Especially in soft ground in landslide areas, the underground structure for soft ground of the present invention has an extremely large effect of strengthening the ground.Furthermore, since a highly rigid structure is formed underground, it can support the overburden load and can be injected with high pressure. The underground structure of the present invention has high rigidity in the horizontal and vertical directions, so it can be used as an anchor with high shear strength and high supporting capacity. The surrounding ground can be obtained, and can be used to tie back retaining walls, prevent retaining walls from tipping over, preventing uplift, preventing landslides, and as tie rods for sheet pile type seawalls.
本発明の方法によれば、パツカー内でグラウト
材を固化してパイルを形成するので、(1)グラウト
材が土中に分散されず効率的に使用される、(2)湧
水個所でもパイルの造成が可能である、(3)パイル
周辺の地盤が締め固められ、かつグラウトの水分
がパツカーの外に押出されて水−セメント比が減
少し、グラウト材が圧縮され、パイルの強度が増
大するとともに、グラウト材と織布製のパツカー
とその周りの軟弱地盤とはグラウト材とパツカー
の編み目から滲み出たグラウト材とによつて互い
に一体となつて結合されるので、パイルの支持層
である軟弱地盤の土砂がパイルの間をすり抜けて
起きる新たな地滑りの発生を阻止できる。(4)施工
に際して衝撃または振動を利用しないで、騒音な
どの環境公害の心配がない、(5)大型の機械を使用
しないし、砂の使用量も少なく経済的に安価であ
るなど、優れた効果を奏する。 According to the method of the present invention, since the grout material is solidified in the packer to form a pile, (1) the grout material is not dispersed in the soil and can be used efficiently, and (2) the grout material can be used efficiently even in spring areas. (3) The ground around the pile is compacted, and the water in the grout is pushed out of the pile, reducing the water-cement ratio, compressing the grout, and increasing the strength of the pile. At the same time, the grout material, the woven cloth packer, and the surrounding soft ground are integrally connected to each other by the grout material and the grout material seeping out from the mesh of the packer, so that the supporting layer of the pile This can prevent new landslides from occurring when soil from a certain soft ground slips between the piles. (4) It does not use shock or vibration during construction, so there is no need to worry about noise or other environmental pollution. (5) It does not require large machinery, uses less sand, and is economically inexpensive. be effective.
第１図は軟弱地盤に垂直方向に削孔した状態、
第２図はこの削孔にパツカーを挿入し、グラウト
を高圧注入してパツカーを膨張させた状態をそれ
ぞれ示す縦断面図である。第３図は前列のパイル
群に沿つて地盤を床掘りし、パイルの間に水平方
向に削孔した状態、第４図はこの削孔にパツカー
を挿入し、グラウトを高圧注入してパツカーを膨
張させた状態をそれぞれ示す縦断面図である。第
５図は格子状の軟弱地盤用地下構造物の交叉部に
おける縦断面図、第６図はその交叉部の前部およ
び後部における縦断面図である。第７図はその交
叉部における縦断面図であつて、二方向のパイル
が交叉部においてくいこんだ状態を表わす。第８
図はパツカーに引張材（または鉄筋）を挿通し、
下端を結束し上端にグラウト注入部材を取付けた
状態をあらわす説明図である。
１…パツカー、２…グラウト注入部材、３…グ
ラウト材（セメントモルタル系グラウト）、４Ａ
…縦穴、４Ｂ…横穴、１０Ａ…垂直方向のパツカ
ーコンパクシヨンパイル、１０Ｂ…水平方向のパ
ツカーコンパクシヨンパイル、１２…柱列式パイ
ル、１３…格子式パイル、１３Ａ…交叉部、１４
…鉄筋（またはアースアンカー用引張材）。
Figure 1 shows the state in which a hole is drilled vertically in soft ground.
FIG. 2 is a longitudinal cross-sectional view showing a state in which a packer is inserted into the drilled hole and grout is injected under high pressure to expand the packer. Figure 3 shows the state in which the ground has been excavated along the front row of piles, and holes have been drilled horizontally between the piles. Figure 4 shows the state in which a patch carr is inserted into this hole, grout is injected under high pressure, and the hole is drilled horizontally between the piles. FIG. 3 is a vertical cross-sectional view showing the expanded state. FIG. 5 is a vertical cross-sectional view of an intersection of a lattice-shaped underground structure for soft ground, and FIG. 6 is a vertical cross-sectional view of the front and rear parts of the intersection. FIG. 7 is a longitudinal sectional view of the intersection, showing a state in which piles in two directions are wedged in at the intersection. 8th
The figure shows a tension member (or reinforcing bar) inserted into the pack car.
It is an explanatory view showing a state where the lower end is tied and a grout injection member is attached to the upper end. 1... Packer, 2... Grout injection member, 3... Grout material (cement mortar grout), 4A
...Vertical hole, 4B...Horizontal hole, 10A...Packer compaction pile in vertical direction, 10B...Packer compaction pile in horizontal direction, 12...Column type pile, 13...Lattice type pile, 13A...Cross section, 14
…Reinforcing steel (or tensile material for earth anchors).
Claims (1)
一端が閉塞され、他端よりグラウト材が加圧注入
される、長さ方向に縫い目のない筒状に膨張可能
な編み目の細かい織布製のパツカー１と、該パツ
カー内に加圧充填されて該パツカーが膨張させら
れ、その状態で固化したグラウト材３とよりなつ
ていることを特徴とする軟弱地盤用地下構造物。 ２ 軟弱地盤に所定の間隔をもつて第１の方向に
埋設された、一端が閉塞され、他端よりグラウト
材が加圧注入される、長さ方向に縫い目のない筒
状に膨張可能な編み目の細かい織布製のパツカー
と、該パツカー内に加圧充填されて該パツカーが
膨張させられ、その状態で固化したグラウト材と
よりなる第１の柱状体と、第１の方向に交叉する
ごとく第２の方向に埋設された、一端が閉塞さ
れ、他端よりグラウト材が加圧注入される、長さ
方向に縫い目のない筒状に膨張可能な編み目の細
かい織布製のパツカーと、該パツカー内に加圧充
填されて該パツカーが膨張させられ、その状態で
固化したグラウト材とよりなる第２の柱状体とよ
りなることを特徴とする特許請求の範囲第１項に
記載の軟弱地盤用地下構造物。 ３ グラウト材として膨張材を添加したセメント
モルタル系グラウト材を用いたことを特徴とす
る、特許請求の範囲第１項又は第２項に記載の軟
弱地盤用地下構造物。 ４ 軟弱地盤に所定の間隔をもつて削孔し、削孔
に一端が閉塞され、他端よりグラウト材が加圧注
入される、長さ方向に縫い目のない筒状に膨張可
能な編み目の細かい織布製のパツカーを挿入し、
該パツカーの一端よりパツカーにグラウト材を加
圧充填して該パツカーを膨張させ、その状態で該
グラウト材を固化させることよりなることを特徴
とする軟弱地盤用地下構造物の構築法。 ５ 軟弱地盤に所定の間隔をもつて第１の方向に
削孔し、第１の方向の削孔に交叉するごとく、第
１の方向の削孔のそれぞれの間に第２の方向に削
孔し、第１及び第２の方向の削孔に、一端が閉塞
され、他端よりグラウト材が加圧注入される、長
さ方向に縫い目のない筒状に膨張可能な編み目の
細かい織布製のパツカーをそれぞれ挿入し、該パ
ツカーの一端よりパツカーにグラウト材をそれぞ
れ加圧充填して該パツカー１を膨張させ、その状
態で該グラウト材を固化させることよりなること
を特徴とする特許請求の範囲第４項に記載の軟弱
地盤用地下構造物の構築法。 ６ 軟弱地盤に所定の間隔をもつて第１の方向に
削孔し、第１の方向の削孔に、一端が閉塞され、
他端よりグラウト材が加圧注入される、長さ方向
に縫い目のない筒状に膨張可能な編み目の細かい
織布製のパツカーを挿入し、該パツカーの一端よ
りパツカーにグラウト材を加圧充填して該パツカ
ーを膨張させ、その状態で該グラウト材を固化さ
せて第１の柱状体を形成させ、該柱状体のそれぞ
れの間で第１の方向の柱状体に交叉するごとく、
第２の方向に削孔し、第２の方向の削孔に、一端
が閉塞され、他端よりグラウト材が加圧注入され
る、長さ方向に縫い目のない筒状に膨張可能な編
み目の細かい織布製のパツカーを挿入し、該パツ
カーの一端よりパツカーにグラウト材を加圧充填
して該パツカーを膨張させ、その状態で該グラウ
ト材３を固化させて第２の方向の柱状体を形成さ
せることよりなることを特徴とする特許請求の範
囲第４項に記載の軟弱地盤用地下構造物の構築
法。 ７ グラウト材として膨張剤を添加したセメント
モルタル系グラウト材を用いることを特徴とする
特許請求の範囲第４項、第５項又は第６項に記載
の軟弱地盤用地下構造物の構築法。[Claims] 1. Buried in soft ground at predetermined intervals,
A packer 1 made of a finely woven fabric that is expandable into a seamless cylinder in the longitudinal direction, with one end closed and a grout material injected under pressure from the other end; An underground structure for soft ground, characterized in that the packer is expanded and twisted with grout material 3 solidified in that state. 2 A cylindrical expandable mesh with no seam in the length direction, which is buried in soft ground at a predetermined interval in a first direction, one end is closed, and grout material is injected under pressure from the other end. A first columnar body made of a packer made of fine woven cloth and a grout material that is pressurized and filled into the packer to expand the packer and solidify in that state, so as to intersect in a first direction. a packer made of a finely woven woven fabric that is inflatable in the shape of a seamless cylinder in the longitudinal direction, which is buried in the second direction, has one end closed, and grout material is injected under pressure from the other end; The soft ground according to claim 1, characterized in that the second columnar body is made of a grout material that is pressurized and filled into a packer to expand the packer and solidified in that state. underground structures. 3. An underground structure for soft ground according to claim 1 or 2, characterized in that a cement mortar grout material to which an expansive material is added is used as the grout material. 4 Holes are drilled at predetermined intervals in soft ground, one end of the drilled holes is closed, and grout is injected under pressure from the other end, with a fine mesh that can expand into a cylindrical shape with no seams in the length direction. Insert a woven fabric patch car,
1. A method for constructing an underground structure for soft ground, comprising the steps of filling a grout under pressure into the packer from one end of the packer, expanding the packer, and solidifying the grout in that state. 5 Drilling holes in the soft ground at predetermined intervals in a first direction, and drilling holes in a second direction between each hole in the first direction so as to intersect the holes in the first direction. The drilled holes in the first and second directions are closed at one end and grout is injected under pressure from the other end, and is made of a finely woven woven fabric that can expand into a seamless cylinder shape in the length direction. The method of the present invention is characterized by inserting a packer into each packer, filling each packer with grout material under pressure from one end of the packer to expand the packer 1, and solidifying the grout material in this state. A method for constructing an underground structure for soft ground as described in Scope 4. 6 Holes are drilled in the first direction at predetermined intervals in the soft ground, one end of the drilled holes in the first direction is closed,
A patch car made of finely woven fabric that can be expanded into a seamless tube shape in the longitudinal direction is inserted into which grout material is injected under pressure from the other end, and grout is pressurized into the pack car from one end of the pack car. to inflate the packer, solidify the grout in that state to form a first columnar body, and intersect the columnar body in the first direction between each of the columnar bodies,
A longitudinally seamless cylindrical inflatable mesh with holes drilled in a second direction, one end of which is closed and grout material injected under pressure from the other end. A packer made of fine woven cloth is inserted, and grout is filled into the packer under pressure from one end of the packer to expand the packer. In this state, the grout material 3 is solidified to form a columnar body in the second direction. 5. A method for constructing an underground structure for soft ground according to claim 4, which comprises: forming an underground structure on soft ground; 7. The method for constructing an underground structure for soft ground according to claim 4, 5, or 6, characterized in that a cement mortar grout material to which an expanding agent is added is used as the grout material.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP60192919A JPS6263716A (en) | 1985-08-31 | 1985-08-31 | Underground structure for soft ground and its construction |
| KR1019850008062A KR890004540B1 (en) | 1985-08-31 | 1985-10-30 | Structures for consolidating soft soils |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP60192919A JPS6263716A (en) | 1985-08-31 | 1985-08-31 | Underground structure for soft ground and its construction |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS6263716A JPS6263716A (en) | 1987-03-20 |
| JPH0554535B2 true JPH0554535B2 (en) | 1993-08-12 |
Family
ID=16299158
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP60192919A Granted JPS6263716A (en) | 1985-08-31 | 1985-08-31 | Underground structure for soft ground and its construction |
Country Status (2)
| Country | Link |
|---|---|
| JP (1) | JPS6263716A (en) |
| KR (1) | KR890004540B1 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07305117A (en) * | 1994-05-06 | 1995-11-21 | Fuji Denshi Kogyo Kk | Quenching apparatus for constant velocity joint |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS52103812A (en) * | 1976-02-07 | 1977-08-31 | Matsuo Consultants | Subsoil improvement method with applied pressure as preload |
-
1985
- 1985-08-31 JP JP60192919A patent/JPS6263716A/en active Granted
- 1985-10-30 KR KR1019850008062A patent/KR890004540B1/en not_active IP Right Cessation
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS52103812A (en) * | 1976-02-07 | 1977-08-31 | Matsuo Consultants | Subsoil improvement method with applied pressure as preload |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07305117A (en) * | 1994-05-06 | 1995-11-21 | Fuji Denshi Kogyo Kk | Quenching apparatus for constant velocity joint |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS6263716A (en) | 1987-03-20 |
| KR890004540B1 (en) | 1989-11-13 |
| KR870002335A (en) | 1987-03-30 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| AU757737B2 (en) | Short aggregate pier techniques | |
| RU2500856C2 (en) | Screen-equipped ramming device and method to form bored cast-in-place pile | |
| US6354768B1 (en) | Soil reinforcement method and apparatus | |
| JP2006225926A (en) | Banking construction method utilizing backfilling material such as fluidized soil, pit sand, local soil and crushed stone | |
| JP4803472B1 (en) | Ground stabilization method | |
| JP3681902B2 (en) | Seismic ground reinforcement method | |
| JP3714395B2 (en) | Reinforcement method for the ground below existing structures | |
| JP3385876B2 (en) | Cast-in-place pile construction method just below the existing foundation | |
| CN114164726B (en) | Local deep excavation backfill structural roadbed and rapid construction method | |
| CN215052842U (en) | Column hammer ramming method pore-forming reinforcement pile composite foundation structure | |
| JPH0554535B2 (en) | ||
| JPS63110319A (en) | Stabilization work of banking | |
| JP2012047031A (en) | Ground stabilization method | |
| HU217860B (en) | Track for railway traffic and method for reinforcing of tracks | |
| CN218521535U (en) | Combined structure of anti-slide pile and gabion retaining wall | |
| JP2006037342A (en) | Lightweight landfill and construction method therefor | |
| KR100909594B1 (en) | Complex pipe pile for reinforcing ground structure, and construction method using thereof | |
| JPS61233113A (en) | Formation of pile utilizing fiber | |
| JPS5830831Y2 (en) | Reinforced piles for ground stabilization | |
| CN1295159A (en) | Method for forming pile and device for using the same | |
| JPH02136419A (en) | Ground improvement of artificial island | |
| JPS63197724A (en) | Fortifying work of existing structure against earthquake | |
| JPS6268919A (en) | Landslide protection wall construction for weak ground | |
| Koerner et al. | From soft soils to heavy construction | |
| JPH04106220A (en) | Fluidization preventive wall for existing structure-bearing ground and its construction |