JPH0396513A - Improvement method of ground - Google Patents
Improvement method of groundInfo
- Publication number
- JPH0396513A JPH0396513A JP23039789A JP23039789A JPH0396513A JP H0396513 A JPH0396513 A JP H0396513A JP 23039789 A JP23039789 A JP 23039789A JP 23039789 A JP23039789 A JP 23039789A JP H0396513 A JPH0396513 A JP H0396513A
- Authority
- JP
- Japan
- Prior art keywords
- soil
- pile
- excavated
- hole
- ground
- 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.)
- Pending
Links
- 238000000034 method Methods 0.000 title claims description 26
- 239000002689 soil Substances 0.000 claims abstract description 97
- 238000009412 basement excavation Methods 0.000 claims abstract description 39
- 239000000463 material Substances 0.000 claims abstract description 39
- 238000010276 construction Methods 0.000 claims abstract description 25
- 238000002156 mixing Methods 0.000 claims abstract description 25
- 238000003756 stirring Methods 0.000 claims abstract description 18
- 238000005553 drilling Methods 0.000 claims description 24
- 229910000831 Steel Inorganic materials 0.000 claims description 11
- 239000010959 steel Substances 0.000 claims description 11
- 239000002131 composite material Substances 0.000 claims description 4
- 239000012258 stirred mixture Substances 0.000 claims description 3
- 239000004568 cement Substances 0.000 abstract description 58
- 239000008267 milk Substances 0.000 abstract description 15
- 210000004080 milk Anatomy 0.000 abstract description 15
- 235000013336 milk Nutrition 0.000 abstract description 15
- 239000002440 industrial waste Substances 0.000 description 11
- 230000000694 effects Effects 0.000 description 10
- 238000013019 agitation Methods 0.000 description 5
- 239000004570 mortar (masonry) Substances 0.000 description 5
- 238000013461 design Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 4
- 239000000203 mixture Substances 0.000 description 4
- 239000011162 core material Substances 0.000 description 3
- 230000006866 deterioration Effects 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000007796 conventional method Methods 0.000 description 2
- 230000007613 environmental effect Effects 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
- 238000005452 bending Methods 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000012827 research and development Methods 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
Description
【発明の詳細な説明】
〈産業上の利用分野〉
開示技術は軟弱地盤内に所定径のソイルセメント柱を形
成し、これに鋼管を建込む等して合或杭を形成させて当
該地盤を改良する施工の技術分野に属する。[Detailed Description of the Invention] <Industrial Application Field> The disclosed technology forms soil cement pillars of a predetermined diameter in soft ground, and forms piles by erecting steel pipes into the pillars to form piles to cover the ground. It belongs to the technical field of construction that improves.
〈要旨の概要〉
而して、この出願の発明は地盤を掘削してその掘削削孔
内にてセメントミルクやモルタル等の改良材を噴出させ
て、掘削土壌と共に混合攪拌翼により上下動、及び、回
転作用を付与して混合攪拌し、ソイルセメント杭等の造
成杭を形成するようにした地盤改良工法に関する発明で
あり、特に、所定径のンイルセメン！〜杭等の形戒のた
めの削孔領域に該ソイルセメン１・杭等の造成杭の径よ
り大径か等しい径の削孔をハンマーダラム等により先行
掘削して設計上の排出土壌量を先行して排土し、その後
、上記所定径の削孔の後掘削を行いながら削孔ロッドか
らセメントミルク等の改良材を噴出して該改良材と後掘
削土壌とを上下の混合攪拌翼を相互に逆回転させながら
昇降する等の上下動動作を行いながら混合攪拌してソイ
ルセメント杭等の造成杭を形成させたり、ソイルセメン
ト柱内に鋼管杭等の杭材を建込みしたりする等して合成
杭を形成するようにした地盤改良工法に係る発明である
。<Summary of the gist> The invention of this application excavates the ground, squirts an improvement material such as cement milk or mortar into the excavated hole, and mixes it with the excavated soil by moving it up and down using an agitating blade. This invention relates to a ground improvement method in which a soil cement pile or other prepared pile is formed by mixing and stirring by applying a rotational action, and in particular, the invention relates to a ground improvement method in which a soil cement pile or the like is formed by mixing and stirring by applying a rotational action. - Pre-drill holes with a diameter larger than or equal to the diameter of the soil cement 1, piles, etc. to be drilled in the area for forming piles, etc. using a hammer durham, etc. to achieve the designed amount of soil to be discharged in advance. Then, after drilling a hole of the predetermined diameter, an improving material such as cement milk is ejected from the drilling rod while excavating, and the improving material and the excavated soil are mixed using upper and lower stirring blades. For example, forming piles such as soil cement piles by mixing and stirring while performing vertical movements such as going up and down while rotating in the opposite direction, or erecting pile materials such as steel pipe piles in soil cement columns. This invention relates to a ground improvement method in which composite piles are formed using
〈従来技術〉
周知の如く、国土の狭隘な我が国に於いては土地の有効
利用は極めて重要な問題であり、したがって、遠浅海岸
や河川、刈沼等の埋め立てやこれらの軟弱地盤を含む地
盤の改良は重要な工事となっており、従来より建設土木
の関係方面では種々の技術の研究開発が行われ、これら
の１つに、例えば、特開昭６２−２６４２１ ２＠公報
発明に示ざれる様な当該軟弱地盤等の地盤に削孔を掘削
し、掘削中に削孔内にて掘削土壌に対しセメントミルク
やモルタル等の改良材を削孔ロッド等から噴出して該削
孔ロッドに一体の混合攪拌翼により混合攪拌してソイル
セメント杭を形成するようにする等の地盤改良工法が実
用化ざれてはいる。<Prior art> As is well known, effective use of land is an extremely important issue in Japan, which has a limited land area. Therefore, it is necessary to fill in shallow coasts, rivers, swamps, etc., and improve the ground including soft ground in these areas. has become an important construction project, and research and development of various technologies have been carried out in the field of construction and civil engineering. A borehole is drilled in the soft ground, etc., and during excavation, an improvement material such as cement milk or mortar is sprayed onto the excavated soil from a borehole rod, etc. Ground improvement methods such as forming soil-cement piles by mixing and agitating with mixing agitating blades have not yet been put into practical use.
〈発明が解決しようとする課題〉
ざりながら、核種在来のソイルセメント杭等の造成杭形
成による地盤改良工法においては、例えば、対象とする
改良土壌の４０〜８０％程度のセメントミルクやモルタ
ル等の改良材が土壌の間隙率を充分吸収し得る等の点の
設計から、理論的にはともかくとして、実際の施工にお
いては掘削削孔量より８０％もの改良材や混合物が削孔
からオーバーフローし、所謂産業廃棄物として所定に処
理ざれねばならず、したがって、改良領域が広い場合に
はかかる産業廃棄物が相当の量に達し、かなり大きな廃
棄物処理能力を有する！設が必要となったり、運搬費が
嵩み、著しくコスト高につながるという不利点があり、
又、不測にして産業公害や環境悪化を招くという不都合
さもあった。<Problem to be solved by the invention> However, in the ground improvement method by forming piles such as soil-cement piles using native nuclides, for example, cement milk, mortar, etc. Although it is theoretically possible that the improvement material can sufficiently absorb soil porosity, in actual construction, as much as 80% of the improvement material or mixture overflows from the excavated hole. Therefore, if the improvement area is wide, the amount of industrial waste will reach a considerable amount, and the waste treatment capacity will be quite large! There are disadvantages in that it requires installation and transportation costs, which leads to a significant increase in costs.
Furthermore, there was also the inconvenience of unexpectedly causing industrial pollution and environmental deterioration.
特に、セメントミルク等の改良材は材質的に環境悪化に
つながる不具合を有している場合もあるために、地盤改
良に伴う相当量の残土処理等と共に地盤改良の阻害条件
となっており、そのうえ、掘削削孔からの混合攪拌物排
出のため地盤地山の強度を低下させるという不都合さも
あった。In particular, improvement materials such as cement milk may have material defects that may lead to environmental deterioration, and this, along with the disposal of a considerable amount of soil that accompanies ground improvement, is an impediment to ground improvement. However, there was also the inconvenience that the strength of the ground was reduced due to the discharge of mixed agitated materials from the excavated holes.
そして、地盤改良工事の規模が大きくなり、その深度が
大深度になると、土木工事においても精度向上が強く求
められるようにもなり、勢い、ロッドによる削孔も鉛直
性が重要となり、削孔中の振れ止め等が要求されるよう
になる。As the scale of ground improvement work becomes larger and the depth becomes greater, there is a strong demand for improved precision in civil engineering work, and verticality becomes important when drilling holes with force and rods. Steady rests, etc. are now required.
更に、合或杭の鋼管の建込みのソイルセメント柱との同
芯性も厳しく求められるようになると、重機のベースフ
レームに設けられているロットに対・するガイドだけで
はカンチレバー式となって鉛直性や垂直性が維持出来な
いという難点があった。Furthermore, as the concentricity of the steel pipes of the piles with the soil cement pillars became stricter, the guides installed in the base frames of heavy equipment for the lots became cantilever type, and the vertical The problem was that it was impossible to maintain gender and verticality.
又、上記ソイルセメント柱中に鋼管等を建込む際に現場
施行においては、当該鋼管の頭部が地表に突出せず削孔
内に陥没してしまう場合があり、このような場合には当
該鋼管の頭部を突出させる為に経時的に凝固が始まって
いるソイルセメント上部を再掘削せねばならないという
杭頭処理を必要とし、その結果、施行工数が多くなり、
コスト高につながるという不利点もあった。In addition, when constructing steel pipes, etc. in the soil cement pillars mentioned above, there are cases where the head of the steel pipe does not protrude above the ground surface and sinks into the excavated hole. In order to make the head of the steel pipe protrude, the top of the soil cement, which has begun to solidify over time, must be re-excavated, resulting in an increase in the number of man-hours required for construction.
It also had the disadvantage of leading to higher costs.
又、在来の造成杭や合成杭においてはその上部から根固
め部までの径が同一であるために根固め部に比して軟弱
地盤部分のソイルセメントのセメント配合率が少ないこ
とから水平方向の耐力や剛性が小さいという不都合さも
あった。In addition, in conventional constructed piles and synthetic piles, since the diameter from the top to the foot protection part is the same, the cement ratio of soil cement in the soft ground area is lower than that in the foot protection part, so the horizontal direction There was also the disadvantage that the yield strength and rigidity were low.
く発明の目的〉
この出願の発明の目的は上述従来技術に基づくソイルセ
メント杭等の造成杭形成等による地盤改良の問題点を解
決すべき技術的課題とし、改良材と削孔掘削土壌との攬
拌混合物の産業廃棄物につながる量を可及的にゼロ、或
は、全廃するようにして施工中の動力やコストを軽減し
、更に杭頭処理を照くし、杭の水平耐力を増強し、低廉
な基礎杭を高精度好能率裡に形成することが出来るよう
にして建設産業における土木技術利用分野に益する浸れ
た地盤改良工法を提供せんとするものである。Purpose of the Invention The purpose of the invention of this application is to solve the problem of ground improvement by forming piles such as soil cement piles based on the above-mentioned prior art, and to solve the problem of ground improvement by forming piles such as soil cement piles based on the above-mentioned prior art, and to Reduce the power and cost during construction by reducing the amount of stirred mixture that would lead to industrial waste as much as possible, or eliminate it completely, and further improve the pile cap treatment and increase the horizontal bearing capacity of the piles. The present invention aims to provide a submerged ground improvement method that can form inexpensive foundation piles with high precision and efficiency, thereby benefiting the field of civil engineering technology application in the construction industry.
く課題を解決するための手段・作用〉
上述目的に沿い先述特許請求の範囲を要旨とするこの出
願の発明の構成は前述課題を解決するために、改良対象
の所定の軟弱地盤等の地盤に予め設計されたソイルセメ
ント杭等の造成杭の形成の掘削削孔に同芯的にハンマー
ダラム等により該所定径の造成杭と同径、もしくは大径
の削孔を所定深さに先行掘削する。In order to solve the above-mentioned problems, the structure of the invention of this application, which is based on the above-mentioned claims in accordance with the above-mentioned object, is to solve the above-mentioned problems by applying a method to the ground such as a predetermined soft ground to be improved. Pre-drill a pre-drilled hole to a predetermined depth with the same diameter or larger diameter as the pre-designed pile using a hammer durham, etc., concentrically with the pre-designed hole for forming a pre-prepared pile such as a soil-cement pile. .
地盤条件が良い場合、又、先行掘削長が短い場合には口
元管を設置しない場合もある。If the ground conditions are good or the length of the preceding excavation is short, the mouth pipe may not be installed.
而して、当該先行掘削による削孔形成の際の土壌を設計
排土量として先行排土し、該先行して掘削排土した削孔
に同芯的になるように口元管のガイドを介してロッドに
よる所定のソイルセメント杭形成の設定径の削孔を、先
行して排土した削孔に同芯的に後掘削削孔すると共に、
その所定径の削孔の１！２ｍ削に際しその掘削土壌に対
し掘削ロッドより噴出したセメントミルクやモルタル等
の改良材を上下等の混合攪拌翼の相対逆回転や上下動操
作による混合攪拌を均一に行い、ソイルセメント柱等の
造成杭を形成し、その間の改良材の噴出による土壌との
混合を介しての増量分は先行掘削削孔の先行排土と見合
ってオーバーフローせず、したがって、当該先行掘削排
土の残土処理のみでよく、又、杭頭処理を無くすように
したり、ンイルセメント柱等の掘削±ＩＲと改良材の攪
拌混合体中に所定のリブ付き鋼管等の杭材を同芯的に貞
入打設して合成杭を形成する等して残土、泥水等の少い
産業廃棄物の排出ざれない造成杭を確実に高精度に形成
して軟弱地盤等の地盤改良を行うようにした技術的手段
を講じたものである。Therefore, the soil at the time of forming the borehole by the preceding excavation is removed in advance as the design soil removal amount, and the soil is removed through the guide of the mouth pipe so that it is concentric with the previously excavated and discharged hole. A hole with a predetermined diameter for forming a soil cement pile is drilled using a rod, concentrically with the previously excavated hole, and
When drilling a hole of a predetermined diameter by 1 to 2 meters, improving materials such as cement milk and mortar are sprayed from the drilling rod into the excavated soil and uniformly mixed and stirred by relative reverse rotation and vertical movement of the upper and lower mixing stirring blades. The increase in the amount of improvement material mixed with the soil by spouting out during that time will not overflow due to the advance soil removal from the advance excavation, and therefore, the It is only necessary to dispose of the remaining soil from the previous excavation and removal, or eliminate the need for pile cap disposal, or add pile materials such as ribbed steel pipes into the stirred mixture of excavation ± IR and improvement materials for concrete columns, etc. By driving concentrically and forming composite piles, we can reliably form piles with high precision that do not emit industrial waste such as residual soil and muddy water, and improve soil conditions such as soft ground. This is the result of technical measures taken to achieve this goal.
く実施例〉
次に、この出願の発明の１実施例を図面に従って説明す
れば以下の通りである。Embodiment> Next, one embodiment of the invention of this application will be described below with reference to the drawings.
まず、第１図（イ）に示す様に、所定改良須域の軟弱地
盤１に対し、設削されるソイルセメント杭の径ＲＳの削
孔２の中心に対し、該径ＲＳよりも設定量大径Ｒ（Ｒ＞
ＲＳ〉の径の口元管３を同芯的にセットしてその内部を
掘削装＠４用いて該削孔２の径Ｒ５よりも大径のＲの削
孔５を所定に先行掘削していく。First, as shown in Figure 1 (A), in the soft ground 1 of the specified improvement area, the diameter RS of the soil cement pile to be drilled is set at the center of the hole 2, which is smaller than the diameter RS. Large diameter R (R>
A mouth pipe 3 with a diameter of RS> is set concentrically, and a drill hole 5 with a diameter R larger than the diameter R5 of the drill hole 2 is pre-drilled in advance using the drilling equipment @4. .
尚、設計によっては、ソイルセメント杭の径のＲＳＧ．
：等しい径の削孔を先行掘削しても良い。Depending on the design, the diameter of the soil cement pile RSG.
: A hole of equal diameter may be drilled in advance.
このように第１図（イ）に示す様に、掘削を続けて第１
図（口）に示す様に、所定深さまで先行掘削を行い、先
行掘削の土壌を先行排土した後、第１図（口）、（ハ）
に示す様に、台車６のリーダー７に沿って駆動装置８に
連結ざれ先行に攪拌混合翼９を有した二重管ロッド１０
をセットして口元管３に同芯的に臨ませ、内外管を相互
に反対回転させてソイルセメント杭の径Ｒ８の後掘削の
後削孔１１を基盤１２の所定深さまで掘削して行き、先
端部のノズル１３から改良材としてのセメントミルクの
改良材を噴出して後掘削削孔の土壌と混合攪拌するよう
にする。As shown in Figure 1 (a), excavation continued and the first
As shown in the figure (opening), after preliminary excavation was carried out to a predetermined depth and the soil from the preliminary excavation was previously removed, Figure 1 (opening) and (c)
As shown in FIG. 2, a double pipe rod 10 is connected to a drive device 8 along the leader 7 of the truck 6 and has an agitating mixing blade 9 at the front.
is set so as to face the mouth pipe 3 concentrically, and the inner and outer pipes are rotated in opposite directions to each other, and the post-drilled hole 11 of the soil cement pile diameter R8 is excavated to a predetermined depth in the base 12. A cement milk improving material is ejected from the nozzle 13 at the tip and is mixed and stirred with the soil in the post-excavation hole.
そして、その後、第１図（ホ）に示す様に、混合攪拌掘
削装置γによりその回転軸Ｙ′の先端部に所定間隔を介
して上下複段に設けられた混合攪拌翼１０’ 、１０’
を二重管ロッド９の外＠１４、及び、内管１５を介して
相互に逆回転させてソイルセメント杭削孔２の直径Ｒの
削孔２を後掘削していく。Thereafter, as shown in FIG. 1(e), mixing and stirring blades 10', 10' are provided in upper and lower stages at a predetermined interval at the tip of the rotating shaft Y' of the mixing and stirring excavation device γ.
are mutually reversely rotated through the outer @ 14 and inner pipe 15 of the double pipe rod 9, and a hole 2 having a diameter R of the soil cement pile drilling hole 2 is subsequently excavated.
この場合、陛拌翼１０’ 、１０’は上述の如く相互に
逆回転するために、リーダーへの伝達トルクが相殺され
回転トルクは削減されベースマシンを小ざくすることが
出来る。In this case, since the stirring blades 10', 10' rotate in opposite directions to each other as described above, the torque transmitted to the leader is canceled out, the rotational torque is reduced, and the base machine can be made smaller.
即ち、この間二重管ロッド１０は第３図に示す様に、攪
拌混合１１０’を先端部に一休的に装備している外管１
４と、該外管１４に同芯的に内装ざれている内管１５が
駆動装置８により相互に正逆回転するようにざれている
ために、リーダーへの伝達トルクは小さくなる。That is, during this time, as shown in FIG.
4 and the inner tube 15, which is installed concentrically with the outer tube 14, are rotated forward and backward by the drive device 8, so that the torque transmitted to the leader becomes small.
そして、二重管ロッドは第１図（ハ）に示１様に、台車
６のフレームに固定して設けられたガイド１６により支
持されると共に、口元管３の外周面に第３図に示す様に
、固設されたブラケット１７に設けられたガイドベアリ
ング１８により上下２段に支持ざれることにより、孔曲
りせず、鉛直性を保たれて後掘削されて垂直な後削孔２
を形成することが出来るようにざれている。The double pipe rod is supported by a guide 16 fixed to the frame of the truck 6 as shown in FIG. In this way, the hole 2 is supported vertically by the guide bearing 18 provided on the fixed bracket 17, so that the hole does not bend and maintains its verticality.
It is roughened so that it can be formed.
したがって、当該実施例における後掘削の削孔２の施行
精度は極めて良好である。Therefore, the execution accuracy of the post-excavation hole 2 in this example is extremely good.
又、内管１５の先端部に設けられたノズル１３からのソ
イルセメントの後掘削による削孔２内の土壌との混合滑
拌については第１図（二〉に於ける一般部ではセメント
配合比は基盤１２中への噴出ソイルセメントの配合比よ
りも低くざれ、基盤１２において充分な根固めが行える
ようにされている。In addition, regarding the mixing and agitation of soil cement from the nozzle 13 provided at the tip of the inner pipe 15 with the soil in the drilled hole 2 after excavation, the cement mixing ratio in the general part in Figure 1 (2) is lower than the mixing ratio of the soil cement injected into the base 12, so that sufficient hardening of the soil cement can be performed in the base 12.
したがって、後掘削による削孔と先行掘削による削孔と
はその径が異なる段付きの削孔となって後述する拡頭杭
の形成に都合よくざれ、改良材と後掘削の削孔の土壌の
混合攪拌体と先掘削の先行排土をバランスを図って産業
廃棄物の処理を無くする２つの機能が同時に図られるこ
とになる。Therefore, the holes drilled by post-excavation and the holes drilled by pre-excavation result in stepped holes with different diameters, which is convenient for the formation of expanded piles, which will be described later, and the improved material and the soil from the holes drilled after post-excavation are mixed. The two functions of eliminating the need to dispose of industrial waste by balancing the agitation body and the advance soil removal during pre-excavation will be achieved at the same time.
尚、該第１図（イ〉のプロセスにて先行掘削削孔からの
先行排土は掘削に伴う排土土壌であるために、産業廃棄
物とはならずに処理場への運搬や焼却等をする必−要が
なく、改良領域の適宜の場所に残置することが可能であ
り、作業環境を汚染するような虞れもほとんど無く、公
害問題の発生も全くない。In addition, in the process shown in Figure 1 (a), the preliminary excavated soil from the preliminary excavation hole is excavated soil, so it is not considered as industrial waste and is transported to a treatment plant or incinerated. It is not necessary to do so, and it can be left in an appropriate place in the improvement area, and there is almost no risk of contaminating the working environment, and there is no pollution problem at all.
而して、該先行排土は先述した如く、設計ソイルセメン
ト杭の造成杭の削孔２を形成する際の在来施工に伴うオ
ーバーフローされる土壌と、改良材との混合攪拌物の排
出量に等しい量になるように設計ざれている。As mentioned above, the preliminary soil removal is the amount of soil mixed with the improvement material and the overflowed soil that occurs during conventional construction when forming the drilling hole 2 of the designed soil cement pile. It is designed to have an amount equal to
このようにして、後掘削が行なわれた後第１図（二〉に
示す様に、混合攪拌１１０と二重管ロッド９を口元管３
を介して地上に引抜くプロセスで後掘削の削孔２中で土
壌とセメントよルクの混合体がソイルセメント社１９に
なる。After the post-excavation has been carried out in this manner, as shown in FIG.
The mixture of soil and cement becomes Soil Cement Co. 19 in the hole 2 of excavation after the process of pulling it out to the ground through the soil.
そして、口元管３から攪拌混合翼１０を引き抜き撤去し
た後は、第１図（二）に示Ｖ様に、後削孔２内には改良
材としてのセメントよルク６が充填されていることにな
る。After the stirring mixing blade 10 is pulled out and removed from the mouth pipe 3, the after-drilled hole 2 is filled with cement yoruk 6 as an improving material, as shown in FIG. 1 (2). become.
而して、混合攪拌翼１０、１０’ 、１０’による後掘
削の削孔２の内側の地盤部分は設計直径ＲＳ分だけ掘削
されるが、その掘削土壌と削孔２内に噴躬充填ざれる改
良材としてのセメントミルクは混合攬拌ｉ１０， １０
’ 、１０’により混合攪拌されて混合攬拌体が第１図
（二）、（ホ）に示す様に形成ざれていき、下端の混合
攪拌翼１０′が基ｌ！ＡＩ２に達した後は駆動装置８を
逆回転させて上昇させ、地盤１の地表部分に達した後再
び正転させて下降させながら攪拌混合をｉテい、このよ
うな正逆回転と昇降上下動を所定サイクル数反復し、二
重管ロッド９と攬拌混合翼１０を第１図（ホ〉に示す様
に、地盤１の地上に引き抜き撤去する。Therefore, the ground part inside the drilled hole 2 after excavation by the mixing agitation blades 10, 10', 10' is excavated by the design diameter RS, but the excavated soil and the drilled hole 2 are filled with the injection jet. Cement milk as an improving material is mixed and stirred i10, 10
', 10' are mixed and stirred, and a mixing and stirring body is formed as shown in FIG. 1 (2) and (E). After reaching AI2, the drive device 8 is rotated in the opposite direction to raise it, and after reaching the surface part of the ground 1, it is rotated in the forward direction again and lowered while stirring and mixing. After repeating the movement a predetermined number of cycles, the double pipe rod 9 and the mixing blade 10 are pulled out and removed from the ground 1 as shown in FIG. 1 (E).
したがって、この間、造成杭の中心となるソイルセメン
ト柱１９の削孔２を混合攪拌１１０で掘削し、その掘削
土壌と改良材のセメントミルクとを混合攪拌しても、既
に先行排土が設計量排土ざれているために、これとバラ
ンスし先述した在来態様の掘削技術によるオーバーフロ
ー分は基本的には全く生ぜず、実際の施工においても可
及的に抑止され、したがって、産業廃棄物としてのオー
バーフローはなく、そのため、所定の地上への運搬や焼
却処理等を全く行わずに済み、又、混合攪拌翼１０、１
０’ 、１０’の相互の逆回転、及び、先行削孔の同芯
的な先行形成により掘削トルクも少く、ランニングコス
トが低く抑えられ、産業廃棄物処理に伴うコストも削減
ざれ、又、作業環境の悪化も防がれ、地盤１の強度維持
も充分に図ることが出来る。Therefore, during this period, even if the hole 2 of the soil-cement column 19, which is the center of the pile, is excavated using the mixer and agitator 110, and the excavated soil is mixed and agitated with cement milk as an improvement material, the preliminary soil removal has already exceeded the designed amount. Because the earth is being discarded, the overflow caused by conventional excavation technology mentioned earlier is basically not generated at all, and is suppressed as much as possible during actual construction, so it is not treated as industrial waste. There is no overflow, so there is no need to carry it to the ground or incinerate it at all.
Due to the mutually opposite rotation of 0' and 10' and the concentric advance formation of the preliminary drilling, the drilling torque is small, the running cost is kept low, and the cost associated with industrial waste disposal is also reduced. Deterioration of the environment is also prevented, and the strength of the ground 1 can be sufficiently maintained.
このようにして第１図（ホ〉に示す様に、地盤１中には
所定径Ｒのソイルセメント柱１９が設計通りに充分な強
度を有するように形戒され、該ソイルセメント柱１９を
造成杭とする場合は次に、重機６を次のステップに移動
して上述施工プロセスを反復し、ソイルセメント杭構築
を所定ピッチで連続的に行って当該軟弱地盤１の改良を
行う。In this way, as shown in FIG. In the case of piles, the heavy machinery 6 is then moved to the next step and the construction process described above is repeated, and soil cement piles are constructed continuously at a predetermined pitch to improve the soft ground 1.
そして、その間、上述した通り残土、泥水や掘削土壌と
改良材のセメントミルクとの混合漬拌体の産業廃棄物と
しての排出が阻止ざれ、したがって、その焼ｗ５１！！
理や運搬等も全く必要がないことになる。During that time, as mentioned above, the discharge of the mixed mixture of leftover soil, muddy water, excavated soil, and cement milk as an improvement material as industrial waste is prevented, and therefore, the incineration w51! !
This means that there is no need for handling or transportation at all.
尚、この出願の発明の実ｒＭ態様は上述実施例に限るも
のでないことは勿論であり、例えば、更に第１図（へ）
に示す様に、二重管ロッド９と攪拌混合１ｔｏ， ｉｏ
’ 、ｉｏ’の地盤１上への引き抜き撤去後、掘削土壌
と改良材としてのセメントミルクによるソイルセメント
柱１９が形ｒＦＣされた直後に、例えば、内外面にスパ
イラル状の凸条を形戒された拡頭杭の芯材を或す鋼管の
杭材２０を同芯的に打設さぜて、経時的にソイルセメン
ト柱１２の固化を介して一体緊締連結させて第１図（チ
）に示す様に、口元管３を引抜いて拡頭杭の合或杭２１
を形成することが出来る等種々の態様が採用可能である
。Incidentally, it goes without saying that the actual embodiment of the invention of this application is not limited to the above-mentioned embodiments, and for example, the embodiment shown in FIG.
As shown in FIG.
Immediately after the soil-cement pillars 19 are formed using the excavated soil and cement milk as an improvement material after the soil is pulled out and removed onto the ground 1, for example, spiral convex stripes are formed on the inner and outer surfaces. A certain steel pipe pile material 20 is driven concentrically with the core material of the expanded head pile, and the soil cement pillars 12 are solidified over time to be integrally tightened and connected, as shown in Fig. 1 (H). Similarly, pull out the mouth tube 3 and attach the expanded head pile 21.
Various aspects can be adopted, such as forming a .
而して、核種合成杭２１の杭材２０のソイルセメント柱
１９内への打設は該ソイルセメント社１９の形戒直後で
あるために打設抵抗は少く、スムースに打設を行うこと
が出来る。そして、拡頭杭２１については第４、５図に
示す如く、その鋼管の芯材２０は先述段付きの先行掘削
の削孔と後掘削の削孔に対応するように、フィン２２を
介して、上部の径が大きい部分２２とその下側のやや径
の細い部分２２′の段付にしてソイルセメント柱１９の
拡頭部分に対応した芯材２０とするようにして拡頭杭２
１を形成し、拡頭杭２１のヘッド部分における水平力に
対する耐力と剛性をアップし、拡頭抗２１の耐久性を良
好にするようにすることが出来る。Therefore, since the pile material 20 of the nuclide composite pile 21 is driven into the soil cement column 19 immediately after the soil cement pillar 19 is installed, the driving resistance is small and the driving can be carried out smoothly. I can do it. As for the expanded head pile 21, as shown in FIGS. 4 and 5, the core material 20 of the steel pipe is inserted through the fins 22 so as to correspond to the holes drilled in the stepped preceding excavation and the holes drilled in the post-excavation. The enlarged-head pile 2 is constructed so that the core material 20 corresponds to the enlarged-head portion of the soil cement column 19 by stepping the upper part 22 with a larger diameter and the lower diameter part 22' with a slightly smaller diameter.
1 can be formed to increase the strength and rigidity against horizontal force at the head portion of the expanded head pile 21, and to improve the durability of the expanded head pile 21.
又、前述した如く、この出願の発明においては該拡頭杭
２１の拡頭部分もソイルセメント柱１９内に形戒される
ために従来のような杭頭処理をせずに済み、それだけ施
行工数が少なく、又、後工事の処理に都合が良い。In addition, as mentioned above, in the invention of this application, the enlarged part of the enlarged head pile 21 is also shaped within the soil cement column 19, so there is no need to perform pile cap treatment as in the past, and the number of man-hours required for construction is reduced accordingly. Also, it is convenient for post-construction work.
このようにして第１図（り）に示す様に、造成杭の拡頭
杭２１が完了する。In this way, as shown in FIG. 1, the enlarged head pile 21 of the constructed pile is completed.
尚、当該実施例の施行フローについては第２図に示す通
りである。The implementation flow of this embodiment is as shown in FIG. 2.
〈発明の効果〉
以上、この出願の発明によれば、所定の軟弱地盤等の地
盤を掘削して掘削削孔を形成し、該掘削削孔内にセメン
トミルクやモルタル等の改良材を噴出して掘削土壌と該
改良材とを混合攪拌してソイルセメント杭等の造成杭を
形戊する地盤改良工法において、従来一般に行われてい
た掘削削孔を直接形成することによって不可避的に生ず
る掘削残土や泥水等や掘削土壌とセメントミルク等の改
良材との潰拌混合体が地表にオーバーフローし、産業廃
棄物となって廃棄物処理場に於ける焼却処理等を行う必
要はなく、したがって、当然のことながら、運搬費等を
含めてその処理費用が削減ざれ、イニシャルコストは勿
論、ランニングコストも著しく抑制ざれて経費節減にプ
ラスするという優れた効果が奏される。<Effects of the Invention> As described above, according to the invention of this application, a predetermined soft ground or the like is excavated to form an excavated hole, and an improvement material such as cement milk or mortar is injected into the excavated hole. Excavated soil unavoidably generated by directly forming excavated holes, which was conventionally commonly used in ground improvement methods in which excavated soil and the improvement material are mixed and stirred to form prepared piles such as soil cement piles. The crushed mixture of soil, mud, etc., excavated soil, and improvement materials such as cement milk overflows to the ground surface, becomes industrial waste, and there is no need to incinerate it at a waste treatment plant. However, processing costs including transportation costs are reduced, and not only initial costs but also running costs are significantly reduced, resulting in an excellent cost saving effect.
而して、この出願の発明においては設計造成杭削孔と同
芯的に該削孔径に等しいかそれより大径の先行掘削削孔
を所定深さ先行掘削形成して該先行掘削削孔形成時の先
行排土を行うことにより、先行排土分が先述在来態様に
おける産業廃棄物排土分の量に相当して排土されても、
該排土は当該軟弱地盤の土壌のみが排土ざれるために何
ら公害性はなく、改良領域に於いて適宜に残置しても改
良地域周辺の環境を阻害するような虞もなく、廃棄物汚
染等をきたすマイナスもないという効果もある。Therefore, in the invention of this application, a pre-drilled hole is pre-drilled to a predetermined depth and has a diameter equal to or larger than the designed pile hole concentrically with the pre-drilled hole. By performing advance soil removal at the time, even if the advance soil removal is equivalent to the amount of industrial waste soil removal in the conventional method,
The removed soil does not cause any pollution as only the soil of the soft ground is removed, and there is no risk of disturbing the environment around the improved area even if it is left in the improved area as appropriate. It also has the effect of not causing any negative effects such as pollution.
又、先行掘削削孔に伴う先行排土は設計的に正確に出来
るために、地盤の強度を低下させる虞れもないという効
果も秦ざれる。Further, since the preliminary earth removal accompanying the preliminary excavation can be accurately designed, there is no risk of reducing the strength of the ground.
そのうえ、設計造成杭削孔を先行削孔に同芯的にして後
掘削で行うために、その掘削伍も少く、したがって、掘
削に伴うトルクが減少し、それだけ動力費が削減され施
工コストを下げることが出来るという効果もある。Furthermore, since the design pile drilling hole is made concentric with the preceding drilling hole and is performed in post-drilling, there are fewer drilling steps, and therefore the torque associated with drilling is reduced, which reduces power costs and construction costs. It also has the effect of being able to do things.
このようにして、この出願の発明によれば、所定のソイ
ルセメント杭等の塁礎杭を形成して地盤改良を行うに際
し、施工コストが低減され、又、産業廃棄物の処理もし
なくて済み、環境の汚染もないという無公害性が梵揮さ
れるという優れた効果が奏される。In this way, according to the invention of this application, when performing ground improvement by forming specified foundation piles such as soil cement piles, the construction cost is reduced, and there is no need to dispose of industrial waste. It has the excellent effect of being non-polluting and does not pollute the environment.
而して、先行掘削についで先行掘削による削孔に等しい
か小さい径の後掘削による削孔を行うに際し、先行掘削
に用いる口元管にガイドベアリング等を設けることによ
りその上部の台車のガイドと共に上下２段のガイドを設
けることによって、後掘削の削孔が先行掘削の削孔と同
芯性を保て垂直に削孔を形戒することが出来ることから
施行粘度が著しく向上し、大ｇＩｃ度の造成杭を形成す
るに際しても大きく精度が上がり、施工の信頼度を高め
ることが出来るという優れた効果が奏される。Therefore, when drilling a hole with a diameter equal to or smaller than that of the hole drilled by the preceding excavation after the preliminary excavation, a guide bearing or the like is installed in the mouth pipe used for the preliminary excavation, so that it can move up and down along with the guide of the cart above it. By providing a two-stage guide, the hole in the subsequent drilling can maintain concentricity with the hole in the preceding drilling, and the hole can be drilled vertically, resulting in a marked improvement in the viscosity of the drilling process and a large gIc degree. When forming piles, the accuracy is greatly improved, and the reliability of construction can be improved, which is an excellent effect.
又、先行掘削や後掘削に於ける掘削翼や攪拌混合買を上
下複段にして相互に正転逆転を行うことにようても掘削
トルクを削減出来、削孔の孔曲り等を防止することが出
来、この点からも工費節減精度向上の効果が得られる。In addition, even if the drilling blades and agitating mixers are used in upper and lower stages in advance and post-excavation to perform normal and reverse rotation, the drilling torque can be reduced and the bending of the drilled hole can be prevented. From this point of view as well, the effects of reducing construction costs and improving accuracy can be obtained.
更に、混合攪拌翼を上下動反復操作することによりソイ
ルセメント柱等の精度が上がり、結果的に地盤改良が向
上出来るという効果もある。Furthermore, repeating vertical movement of the mixing agitation blade improves the accuracy of soil cement pillars, etc., resulting in improved ground improvement.
更に又、後掘削による削孔形成に際し、掘削土壌とセメ
ントミルク等の改良材とを混合随伴したソイルセメント
社内部に鋼管杭等を同芯的に挿入する合或杭等の形戊に
際して、前記先行掘削による削孔が後掘削による削孔と
同径が大径にすることにより削孔を段付きに形戒し、し
たがって、造成杭を拡頭杭にして水平力に対する耐力や
剛性を大にし、合戊杭の安定性を向上させることが出来
るという優れた効果が奏される。Furthermore, when forming holes by post-excavation, steel pipe piles, etc. are inserted concentrically into the soil cement company, which has been mixed with excavated soil and an improvement material such as cement milk. By making the hole drilled by the preliminary excavation the same diameter as the hole drilled by the post-drilling, the drilled hole is shaped into a stepped shape.Therefore, the prepared pile is made into an enlarged head pile to increase the resistance and rigidity against horizontal force. An excellent effect is achieved in that the stability of the piles can be improved.
又、在来態様では杭頭処理を行わねばならなかったもの
がこの出願の発明によれば、かかる杭頭処理を行う必要
が無いために、施行工数を削減出来工期の短縮、経費節
減を目指すことが出来るという優れた効果も秦ざれる。In addition, in the conventional method, pile cap treatment had to be carried out, but according to the invention of this application, there is no need to carry out such pile cap treatment, so the number of construction steps can be reduced, and the aim is to shorten the construction period and reduce costs. The excellent effect of being able to do things also disappears.
図面はこの出願の発明の実施例の説明図であり、第１図
は１実施例の施工プロセス模式断面図、第２図は同施行
プロセスフロ一図、第３図は口元管と二重管ロッドの取
合部分断面図、第４図は拡頭杭の仝休概略断面図、第５
図は同部分拡大断面図である。
１・・・地盤 １′・・・掘削土壌２・・・掘削
削孔
１０、１０’ 、１０’・・・攪拌混合翼１９・・・ソ
イルセメント社The drawings are explanatory diagrams of the embodiments of the invention of this application. Fig. 1 is a schematic sectional view of the construction process of one embodiment, Fig. 2 is a flowchart of the execution process, and Fig. 3 shows the mouth pipe and double pipe. Fig. 4 is a partial sectional view of the rod connection; Fig. 4 is a schematic sectional view of the expanded pile;
The figure is an enlarged sectional view of the same part. 1...Ground 1'...Drilled soil 2...Drilled holes 10, 10', 10'...Agitation mixing blade 19...Soil Cement Co., Ltd.
Claims (8)
撹拌混合して造成杭を形成するようにした地盤改良工法
において、削孔領域に該造成杭の径よりは小さくない径
の削孔を先行掘削してその掘削土壌のうちの設計排土量
を排土し、次いで所定の造成杭径で後工程の掘削を行い
掘削ロッドから噴出する改良材と該後工程の掘削土壌と
を撹拌混合して造成杭を形成するようにしたことを特徴
とする地盤改良工法。(1) In a ground improvement method in which the ground is excavated and the improving material is squirted out in the borehole and mixed with the excavated soil to form a constructed pile, the diameter of the improved material in the drilled area is not smaller than the diameter of the constructed pile. A hole is drilled in advance and the designed amount of soil is removed from the excavated soil, and then a post-process excavation is performed with a predetermined pile diameter, and the improvement material ejected from the drilling rod and the excavated soil for the post-process are excavated. A ground improvement method characterized by forming piles by stirring and mixing.
止めを介し同芯的に行うようにしたことを特徴とする特
許請求の範囲第１項記載の地盤改良工法。(2) The ground improvement method according to claim 1, wherein the subsequent excavation is forcibly performed concentrically with the preceding excavation via a steady rest.
合攪拌翼によつて行うようにしたことを特徴とする特許
請求の範囲第１項記載の地盤改良工法。(3) The ground improvement method according to claim 1, wherein the excavation and stirring and mixing are performed by upper and lower mixing and stirring blades that rotate in opposite directions.
拌翼の昇降操作によって行うようにしたことを特徴とす
る特許請求の範囲第１項記載の地盤改良工法。(4) The soil improvement method according to claim 1, wherein the improvement material and the post-excavated soil are mixed and stirred by raising and lowering a mixing stirring blade.
と撹拌混合して造成杭を形成するようにした地盤改良工
法において、削孔領域に所定径の造成杭の径よりは小さ
くない径の削孔を先行掘削してその掘削土壌のうち設計
排土量を排土し、次いで所定の造成杭の径で後工程の掘
削を行い掘削ロッドから噴出する改良材と該後工程の掘
削土壌とを撹拌混合した後攪拌混合体内に杭材を打設す
るようにして合成杭を形成するようにしたことを特徴と
する地盤改良工法。(5) In a ground improvement method in which the ground is excavated and the improving material is squirted out in the drilled hole and mixed with the excavated soil to form a built pile, the diameter of the built pile is smaller than that of the predetermined diameter in the drilled area. Pre-drill a hole with a diameter that is not small, remove the designed amount of soil from the excavated soil, then perform post-process excavation with a predetermined diameter of the pile, and improve material that is ejected from the drilling rod and the post-process. A ground improvement method characterized in that a composite pile is formed by stirring and mixing excavated soil and then driving pile material into the stirred mixture.
求の範囲第５項記載の地盤杭工法。(6) The ground pile construction method according to claim 5, wherein the pile material is a steel pipe pile.
求の範囲第５項記載の地盤杭工法。(7) The ground pile construction method according to claim 5, wherein the pile material is an expanded head pile.
るようにすることを特徴とする特許請求の範囲第７項記
載の地盤杭工法。(8) The ground pile construction method according to claim 7, characterized in that the expanded head of the expanded head pile is located within the hole of the preceding excavation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP23039789A JPH0396513A (en) | 1989-09-07 | 1989-09-07 | Improvement method of ground |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP23039789A JPH0396513A (en) | 1989-09-07 | 1989-09-07 | Improvement method of ground |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH0396513A true JPH0396513A (en) | 1991-04-22 |
Family
ID=16907238
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP23039789A Pending JPH0396513A (en) | 1989-09-07 | 1989-09-07 | Improvement method of ground |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0396513A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002146770A (en) * | 2000-11-10 | 2002-05-22 | Shimizu Corp | Soil improvement method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5126715A (en) * | 1974-08-29 | 1976-03-05 | Taisei Corp | JIBAN KAIRYOKOHO |
| JPS5344908B2 (en) * | 1972-07-22 | 1978-12-02 | ||
| JPS60148918A (en) * | 1984-01-17 | 1985-08-06 | Nittoku Kensetsu Kk | Method of building synthesized pile |
| JPS62264212A (en) * | 1986-04-16 | 1987-11-17 | Asou Form Kuriito Kk | Ground improving work |
| JPS6462510A (en) * | 1987-08-31 | 1989-03-09 | Shinsei Kiso Kogyo Kk | Method and apparatus for forming improved columnar body for ground |
-
1989
- 1989-09-07 JP JP23039789A patent/JPH0396513A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5344908B2 (en) * | 1972-07-22 | 1978-12-02 | ||
| JPS5126715A (en) * | 1974-08-29 | 1976-03-05 | Taisei Corp | JIBAN KAIRYOKOHO |
| JPS60148918A (en) * | 1984-01-17 | 1985-08-06 | Nittoku Kensetsu Kk | Method of building synthesized pile |
| JPS62264212A (en) * | 1986-04-16 | 1987-11-17 | Asou Form Kuriito Kk | Ground improving work |
| JPS6462510A (en) * | 1987-08-31 | 1989-03-09 | Shinsei Kiso Kogyo Kk | Method and apparatus for forming improved columnar body for ground |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002146770A (en) * | 2000-11-10 | 2002-05-22 | Shimizu Corp | Soil improvement method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN1926287A (en) | Pile with an extended head and working method of the same | |
| CN1206417C (en) | Forming method for water-proof pile fender and screw drill therefor | |
| JPH03125712A (en) | Poor subsoil improvement method and device | |
| JPH0396513A (en) | Improvement method of ground | |
| JP6847176B1 (en) | Pile construction method | |
| JP2005009240A (en) | Method for installing soil hardened matter on-site-manufactured pile and prefabricated pile | |
| CN100485132C (en) | Formative method for row-pile style water-proof wall underground | |
| JP2005188237A (en) | Columnar ground improving device and columnar ground improving construction method | |
| CN207484468U (en) | A kind of deep mixer | |
| JPH0220714A (en) | Ground improving execution | |
| JP3171368B2 (en) | Burying method of pile | |
| CN215032293U (en) | A equipment for polluting soil normal position injection and deep stirring | |
| CN219033214U (en) | Guiding device for SMW construction method pile construction | |
| JP2645322B2 (en) | Construction method of soil cement composite pile | |
| JP2796235B2 (en) | Powder injection stirrer | |
| KR102260596B1 (en) | Site Construction Method Of Base Top Pile For Ground Reinforcement | |
| JPS6043490B2 (en) | Pile driving method | |
| JP6724200B1 (en) | Excavator | |
| JP2005282149A (en) | Precast pile burying construction method | |
| JPS6124491B2 (en) | ||
| JPH02221512A (en) | Method and apparatus for modifying weak ground | |
| JP3739831B2 (en) | Method for producing improved consolidated body in the ground | |
| JP2003003462A (en) | Soil stabilization method | |
| JPH05331852A (en) | Construction of hollow pipe pile | |
| JP3182674B2 (en) | Construction method of agitated mixing reinforcement |