JPS6319326A - Pit foundation discharge soil compacting construction method - Google Patents
Pit foundation discharge soil compacting construction methodInfo
- Publication number
- JPS6319326A JPS6319326A JP16352186A JP16352186A JPS6319326A JP S6319326 A JPS6319326 A JP S6319326A JP 16352186 A JP16352186 A JP 16352186A JP 16352186 A JP16352186 A JP 16352186A JP S6319326 A JPS6319326 A JP S6319326A
- Authority
- JP
- Japan
- Prior art keywords
- pile
- pipe
- continuous wall
- injection
- water
- 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
- 239000002689 soil Substances 0.000 title claims description 14
- 238000010276 construction Methods 0.000 title claims description 8
- 238000002347 injection Methods 0.000 claims description 23
- 239000007924 injection Substances 0.000 claims description 23
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 18
- 238000000034 method Methods 0.000 claims description 9
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 6
- 239000004570 mortar (masonry) Substances 0.000 claims description 5
- 239000011083 cement mortar Substances 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 2
- 239000012528 membrane Substances 0.000 claims description 2
- 230000003014 reinforcing effect Effects 0.000 claims description 2
- 238000007599 discharging Methods 0.000 claims 1
- 238000009434 installation Methods 0.000 claims 1
- 239000003516 soil conditioner Substances 0.000 claims 1
- 238000005728 strengthening Methods 0.000 claims 1
- 238000010586 diagram Methods 0.000 description 6
- 239000010802 sludge Substances 0.000 description 6
- 229910000831 Steel Inorganic materials 0.000 description 2
- 239000003795 chemical substances by application Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 238000004026 adhesive bonding Methods 0.000 description 1
- 210000003484 anatomy Anatomy 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000007429 general method Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 230000002262 irrigation Effects 0.000 description 1
- 238000003973 irrigation Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- -1 mud-wiping Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 239000010409 thin film Substances 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
(57)【要約】本公報は電子出願前の出願データであるた
め要約のデータは記録されません。(57) [Abstract] This bulletin contains application data before electronic filing, so abstract data is not recorded.
Description
【発明の詳細な説明】
本発明は基礎工事の現場造りコンクリート杭または連続
壁の施工方法に関するもので、特に一種の杭土台底部を
次第に清洗排土シ、並びに杭土台コンクリートを注入及
び凝固させた後に、更に底部に次第にグラウテイングし
て加圧し、杭土台をして強化地層に直立させる固着工法
である。[Detailed Description of the Invention] The present invention relates to a method for constructing on-site concrete piles or continuous walls for foundation construction, and in particular, the method involves gradually cleaning and removing soil from the bottom of a pile foundation, and pouring and solidifying pile foundation concrete. Afterwards, the bottom is gradually grouted and pressurized, and a pile foundation is installed to stand it upright on the reinforced strata.
一般の土木建築の基礎工事は、建物が建上げられた後に
負荷できるが、強大な外力を受けた時に容品に動揺し、
基礎地盤の没落を形成するがと云う事に対して同じょう
に大きな関係をもっている。而し一般に使用されている
基礎工事の杭または連続壁は直接打設施工しているので
、杭±台Ｅｆ４の地層は攪励後容易に士がゆるみ、父子
めに掘った深孔または探検は多量の泥が沈下し易く、相
当な深さの泥を形成し、而して現”Ａ’Ａ’）の杭をし
てコンクリートモルタルを注入した後、杭底の沈み泥を
完全に排除することができず、又その負荷している土層
は攪動されてゆるんでいるので、故に杭土台は固着のし
ようもないのである
一般の方法において深孔または探検底部の泥水に対する
処理方法は、直接吸引排出するか、または深入管で以て
底部からコンクリートモルタルを注入している、理論的
に泥水はその比重が比較的に軽いのでコンクリートの上
層に浮く、但し濃度のこい沈泥となると上層に排除して
浮かす事ができず、且つその杭土台底部の散りばらって
いる土質及び周縁の沈み泥部分は、淘更確突にその作用
を発揮できず、杭または連続壁はのりそれを立てる強化
地層もなく、容品に沈下を形成し、工事全体の安全に影
響している。The foundation work of general civil engineering construction can be loaded after the building is erected, but when it is subjected to strong external forces, it becomes unsteady.
It has an equally important relationship with the formation of the collapse of the foundation ground. However, since the piles or continuous walls commonly used in foundation work are directly driven, the strata of the piles ± platform Ef4 easily loosen after stirring, and the deep holes or explorations dug by the father and son are difficult. A large amount of mud tends to settle, forming a considerable depth of mud, so after building the current "A'A" pile and injecting concrete mortar, the settled mud at the bottom of the pile must be completely removed. In addition, since the soil layer carrying the load is agitated and loosened, there is no way for the pile foundation to be fixed.In the general method, the treatment method for muddy water at the bottom of a deep hole or exploration is to directly Concrete mortar is injected from the bottom by suction and draining or by using a deep inlet pipe.Theoretically, muddy water has a relatively light specific gravity, so it floats on the upper layer of concrete.However, if the silt is dense, it will float on the upper layer. It cannot be removed and floated, and the scattered soil at the bottom of the pile foundation and the sludge around the edge cannot exert its effect on clearing, and the pile or continuous wall cannot be erected by gluing it. There is no reinforced stratum, which causes subsidence in the container, which affects the safety of the entire construction project.
本発明の目的は一種の確実で可成な杭土台排土固着工法
を提供するもので、鉄筋骨格下方の杭たがまたは連続壁
底部接手として、土質をゆるませるように注水して泥を
排除し、而して只表面または中央の泥を排除するだけで
はなく、尚更表面ゆるみ屑及び死角を形成して、杭土台
をして確実に堅固な地層に立てるようにすることができ
るようにしたものである。The purpose of the present invention is to provide a reliable and easy soil removal and fixing method for pile foundations, which is used as a pile hoop under a reinforcing frame or as a joint at the bottom of a continuous wall, by injecting water to loosen the soil and removing mud. However, in addition to eliminating mud on the surface or in the center, we also created loose debris and blind spots on the surface to ensure that the pile foundation could be erected on a solid stratum. It is something.
本発明の他の一目的は、その提供する杭土台排出固着工
法において、注入管により注水作業を完成した後に、セ
メントモルタル及び±壇改良剤を杭たが周縁及び下方に
加圧注入し、それで以て強化地盤を形成し、再負荷応力
の増加と沈下を防止できるようにしたのをその特徴とす
るものである。Another object of the present invention is to provide a method for draining and fixing pile foundations by injecting cement mortar and platform improvement agent under pressure into the periphery and lower part of the pile hoop after completing water injection work using the injection pipe. This system is characterized by the fact that it forms a strengthened ground that prevents an increase in reload stress and subsidence.
第一図で示すのは本発明を杭深孔に使用した実施例解剖
表示図である。その中、本発明は鉄筋骨格（１）の底部
に一つの杭たが（２）を固接し、杭なか（２）はコンク
リートで以て鉄筋骨格（１）の下方にカスト可能で、カ
スト時は併せて注入管（３）下方の分岐管に）及び排泥
管（４）下方の分岐管に）を予め杭なか（２）内に残し
ておき、並びに杭なか（２）の底部にそれぞれ連通した
孔（第二図御参照〕を形成している。前記の注入分岐管
に）及び排泥分岐管（６）はすべて杭たが（２）底部の
ところに均一に散布して、それで以て注入及び排泥接触
層面を増加して、致来を向上している。Figure 1 is an anatomical diagram of an embodiment in which the present invention is used in a deep pile hole. Among these, the present invention fixes one pile hoop (2) to the bottom of the reinforcing steel frame (1), and the pile center (2) is made of concrete and can be cast below the reinforcing steel frame (1). In addition, the injection pipe (3) to the lower branch pipe) and the sludge removal pipe (4) to the lower branch pipe) are left in the pile (2) in advance, and each is placed at the bottom of the pile (2). A communicating hole (see Figure 2) is formed in the above-mentioned injection branch pipe) and the drainage branch pipe (6), all of which are piled (2) and spread evenly at the bottom. This increases the contact layer surface between injection and sludge removal, improving the flow rate.
杭たが（２）及び鉄筋骨格（１）を杭予設の深孔（５）
内に置入れ、杭なか（２ン底部と深孔（５）の地盤・′
５シとを接触させた後に、注入管（３）の主管（３υ及
び分岐管μｓを経て地盤０＠に注水作業を可能にし、並
びに排泥管（４）の分岐管（６）及び主管（１１）によ
り地面に排出する。Pile hoops (2) and reinforced steel skeleton (1) are installed in deep holes (5) for pile preparation.
Place it inside the pile (the bottom of the 2nd hole and the ground in the deep hole (5)).
After making contact with 5shi, it is possible to inject water into the ground 0@ via the main pipe (3υ) of the injection pipe (3) and the branch pipe μs, and the branch pipe (6) of the mud removal pipe (4) and the main pipe ( 11) and discharge it to the ground.
更に、底部泥水（５υが杭たが（２）と深孔（５）の隙
間から杭なか（２）上方の鉄筋骨格（１）のところに流
れ、而してその後のグラウテイング（ｇｒｏｕｔｉｎｇ
）に影響しないようにそれを防止する爲に、杭たが（
２）上方の°鉄筋骨格（１）の外層周縁に、防水薄膜！
（２υを被覆しており・それをＰＥプラスチック膜また
はその他の防水材質で構成（第二図を参照し乍ら）する
ことができる。Furthermore, muddy water (5υ) at the bottom flows from the gap between the pile hoop (2) and the deep hole (5) to the reinforcing steel frame (1) above the pile (2), and the subsequent grouting.
) to prevent it from affecting (
2) Waterproof thin film around the outer layer of the upper reinforced steel frame (1)!
It can be constructed of a PE plastic membrane or other waterproof material (see Figure 2).
第三図で示すのは本発明を杭深孔に使用した第二実施例
の解剖表示図である。それの第二図の実施例と興なると
ころは、杭土台（２）の外形と底部接触方式で、その作
用は各種の異なる土質、異なる深孔（５）の大きさに配
慮する時に、適当なものを選択して使用することができ
る。Figure 3 is an anatomical representation of a second embodiment in which the present invention is used in a deep pile hole. What differs from the embodiment in Figure 2 is the external shape of the pile foundation (2) and the bottom contact method, and its function is suitable when considering various soil types and different sizes of deep holes (5). You can select and use one.
更に、図においては単一注入兼排泥管（６）で以て前記
の注入管（３）及び排泥管（４）に入替えることができ
る、その注入ｔｉ泥管（６）は同ヒように主管（６υ及
び杭なか（２）を貫通した分岐管（６望の雨部分で構成
されている。但し操作時は間歇方式で順番に注水し並び
に泥水を地面に吸引排量している。Furthermore, in the figure, a single injection and mud removal pipe (6) can be used to replace the injection pipe (3) and mud removal pipe (4), and the injection mud pipe (6) is the same as the one shown in the figure. It consists of a main pipe (6υ) and a branch pipe (6m) that penetrates the pile (2). However, during operation, water is injected in sequence in an intermittent manner, and muddy water is sucked and discharged to the ground. .
第四図は本発明を連続壁探検に使用した第二実施例の表
示図である。第二図の実施例と異なるところは、探検（
７）の形状に適合する爲に、鉄筋骨格（１）及び連続壁
底部接手（２ｆにも亦それとキノシング（Ｋｉｓｓｉｎ
ｇ ） できる形状を設計し、而も排泥管（４）の分
岐管（Ｑ及び灌入管（３）の分岐管０匂は連続壁底部接
手（２）′の底部でより広汎に散布し、場合によって排
泥管（４）及び注入管（３）の主管（４１） （３１）
の数量を増加することができる。それから連続壁底部接
手（２′ｆ上方にも同じように防水薄、晋に）′を設け
ている。FIG. 4 is a display diagram of a second embodiment in which the present invention is used to explore a continuous wall. The difference from the embodiment shown in Figure 2 is the exploration (
7) In addition, the reinforced frame (1) and continuous wall bottom joint (2f) are also fitted with Kissin.
g) Design the shape so that the sludge draining pipe (4) branch pipe (Q) and the irrigation pipe (3) branch pipe 0 are dispersed more widely at the bottom of the continuous wall bottom joint (2)'. Depending on the case, the main pipe (41) of the sludge pipe (4) and the injection pipe (3) (31)
The quantity of can be increased. Then, a continuous wall bottom joint (2'f, also waterproof and thin)' is provided above.
第五図は本発明を第一実施例で施工した時の解剖表示図
である。その中、前記の注入管（３）は水源に連凄し、
水をして主管０１）及び分岐管（イ）を経て、杭なか（
２）底部から地盤−の中にふき付けて土質をばらし、攪
拌混合して泥水（５０にしてがら、更に杭たが（２）底
部の排泥分岐管（ロ）及びその主管（ロ）を経由した後
に、地面に排出する。その後、更に杭なか（２）上方の
鉄筋骨格（１）の間にも亦グラウテイング管（８）で以
てコンクリ−） （８１）を注入し、杭なか（２）を次
第に降下させて予定の堅固地層と接触させ、コンクリー
トモルタルの注入完成及び固化後に、元来注水に提供し
ていた注水管（３）で以て同じようにセメントモルタル
及び／または土壌改良剤を杭なか（２）の周縁及び下方
に加圧注入して強化地盤（９）（第六図御参照）を形成
することにより、杭の再負荷応力を増加し併せて沈下を
防止するものである。FIG. 5 is an anatomical diagram showing the construction of the first embodiment of the present invention. Among them, the injection pipe (3) is connected to the water source,
Water is poured into the pile (through the main pipe 01) and branch pipe (A).
2) Spray into the ground from the bottom to break up the soil, stir and mix, add mud water (50%), and add pile hoops (2) to the mud drainage branch pipe at the bottom (b) and its main pipe (b). Concrete (81) is then injected into the pile (2) and between the upper reinforcing steel frame (1) using the grouting pipe (8). (2) is gradually lowered until it comes into contact with the intended firm stratum, and after the concrete mortar has been poured and solidified, the cement mortar and/or soil By injecting the improving agent under pressure into the periphery and below of the pile (2) to form a reinforced ground (9) (see Figure 6), the reload stress of the pile is increased and settlement is also prevented. It is something.
別途に、連続壁を施工する時にも亦同じように前記の注
水泥ふき、排泥、グラウテイング加圧及び注入地盤強化
の過程を経由し、同じように連続壁基礎工事の要求する
高負荷能力と沈下免除の要求を達成することができる。Separately, when constructing a continuous wall, the above-mentioned processes of water injection, mud-wiping, mud removal, grouting, pressurization, and injection ground reinforcement are also carried out in the same way to ensure the high load capacity required for continuous wall foundation construction. and the subsidence exemption request can be achieved.
第一図で示すのは本発明を杭深孔に使用した第一実施例
解剖表示図。
第二図で示すのは本発明第一実施例の注入管、排泥管を
杭たかに連接した状況
の立体表示図。
第三図で示すのは本発明に単一の注入堂排泥管及び不同
形状の杭たがを使用し
て杭深孔に応用した第二実施例の解
剖表示図で、その中、図で示す分岐
管部分は解剖表示していない。
第四図で示すのは本発明を連続壁探検に使用した第三実
施例表示図。
第五図で示すのは本発明を第−実施例で施工した時の解
剖表示図。
第六図で示すのは本発明を第−実施例で施工した後、地
居間との結合状況の解
剖表示図。
１・・・・・・鉄筋骨格
２・・・・・・杭たが ２′・・・・・・連続壁底部接
手２１．２１′・・・・・・防水薄層
３・・・・・・注入管 ３１・・・・・・主管 ３２・
・・・・・分岐管４・・・・・−リＵ泥管 ４１・・・
・・・主管 ４２・・・・・・分岐管５・・・・・・深
ＪＬ ５１・・・・・・モルタル ５２・・・・・・
地盤６・・・・・・注入兼排泥管 ６１・・・・・・主
管６２・・・・・・分岐管
７・・・・・・探検
８・・・・・グラウテイング管
８１・・・・・・コンクリート
９・・・・・・強化地盤Figure 1 shows an anatomical diagram of a first embodiment in which the present invention is used in a deep pile hole. FIG. 2 is a three-dimensional representation of the injection pipe and the mud removal pipe according to the first embodiment of the present invention, which are connected like piles. Figure 3 shows an anatomical representation of a second embodiment of the present invention applied to a deep pile hole using a single pouring hole drainage pipe and pile hoops of different shapes. The anatomy of the branch duct shown is not shown. FIG. 4 is a diagram showing a third embodiment in which the present invention is used for continuous wall exploration. FIG. 5 is an anatomical diagram when the present invention is implemented in a first embodiment. FIG. 6 is an anatomical representation of the state of connection with the basement and living room after the present invention is constructed according to the first embodiment. 1...Reinforced frame 2...Pile hoop 2'...Continuous wall bottom joint 21.21'...Waterproof thin layer 3...・Injection pipe 31... Main pipe 32.
... Branch pipe 4 ... - Re-U mud pipe 41 ...
... Main pipe 42 ... Branch pipe 5 ... Deep JL 51 ... Mortar 52 ...
Ground 6... Injection/sludge drainage pipe 61... Main pipe 62... Branch pipe 7... Exploration 8... Grouting pipe 81...・・・Concrete 9・・・Reinforced ground
Claims (1)
たが、または連続壁底部接手 を固接し、併せて管または排土管に灌入 し鉄筋骨格を経て杭たが、または連続壁 底部接手に貫入し、杭たがまたは連続壁 底部接手をして杭予設の深孔または連続 壁予設の深槽下方の地盤に置入れた後に、 水で注入管を経由し、並びに杭たが底部 から地盤中にふきつけて土質をゆるみ散 らし、それを泥水にして、併せて杭たが の排土管から上向きに地面に吸引排出し た後に、更にグラウテイング管を経て杭 たが上方の鉄筋骨格の間にコンクリート を注入し、その注入及び固化を待つてか ら更に注入管を経てセメントモルタル及 び土壌改良剤を杭たが周縁及び下方に加 圧注入することにより、強化地盤を形成 し、負荷応力を増加して、沈下を防止す るのをその特徴とするもの。 ２、特許請求の範囲第１項で述べた杭土台排土固着工法
で、その中、杭たがまたは連 続壁底部接手は、その底部に均一散布方 式で以て、複数ヶの分岐管を貫通設置し、 半数の分岐管は注入管の主管と連接し、 他の半数の分岐管は排土管の主管と連接 して、注入管及び排土管と地層との間の 接触層面を増加し、注入排土及びモルタ ル注入の效果を向上できるようにしたの をその特徴とするもの。 ３、特許請求の範囲第１項で述べた杭土台排土固着工法
で、その中、杭たがまたは連 続壁底部接手はその底部を均一散布方式 で、複数ヶの支岐管を貫通設置し、その 分岐管は単一注入兼排土管の主管に連接 して、而して間歇順番方式で注水及び泥 水を吸排するのをその特徴とするもの。 ４、特許請求の範囲第１項で述べた杭土台排土固着工法
で、その中、杭たが上方にあ る鉄筋骨格外層は、防水プラスチック膜 またはその他の防水材質の薄層で被覆し ておき、攪拌混合した泥水が杭たがと深 槽との隙間から鉄筋骨格内に流れ込むの を防止したものをその特徴とするもの。[Scope of Claims] 1. In the pile foundation earth removal and fixing method, a pile is fixed to the bottom of the reinforced skeleton, or a joint at the bottom of a continuous wall is fixed, and at the same time, water is irrigated into a pipe or earth removal pipe and the pile is installed through the reinforced skeleton. The injection pipe penetrates into the bottom joint of the continuous wall, and after the pile hoop or the bottom joint of the continuous wall is placed in the ground below the deep hole of the pile pre-installation or the deep tank of the continuous wall pre-installed, drain the injection pipe with water. The soil is loosened and scattered by pouring it into the ground from the bottom of the pile hoop, turning it into muddy water, and sucking it upward into the ground from the pile hoop drainage pipe, and then pouring it into the pile through the grouting pipe. Concrete is injected between the reinforcing frames above the pile hoops, and after the concrete has been poured and solidified, cement mortar and soil conditioner are injected under pressure into the periphery of the pile hoops and below through the injection pipe, thereby strengthening the ground. It is characterized by the fact that it forms, increases the load stress, and prevents subsidence. 2. The pile foundation soil removal and fixing method described in claim 1, in which the pile hoops or continuous wall bottom joints are distributed uniformly at the bottom and penetrate multiple branch pipes. half of the branch pipes are connected to the main pipe of the injection pipe, and the other half of the branch pipes are connected to the main pipe of the earth removal pipe, increasing the contact layer surface between the injection pipe and earth removal pipe and the stratum, and Its feature is that it improves the effectiveness of soil removal and mortar injection. 3. The pile foundation soil removal and fixing construction method described in claim 1, in which the pile hoops or continuous wall bottom joints are installed through a plurality of branch pipes by uniformly distributing the bottom of the bottom joint. The branch pipe is connected to the main pipe of the single injection/discharge pipe, and is characterized by injecting water and sucking and discharging muddy water in an intermittent sequential manner. 4. In the pile foundation soil removal and fixing construction method described in claim 1, the outer layer of the reinforcing steel frame above the pile hoops is covered with a thin layer of waterproof plastic membrane or other waterproof material. The feature is that the stirred and mixed mud water is prevented from flowing into the reinforcing steel frame through the gap between the pile hoop and the deep tank.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16352186A JPS6319326A (en) | 1986-07-11 | 1986-07-11 | Pit foundation discharge soil compacting construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16352186A JPS6319326A (en) | 1986-07-11 | 1986-07-11 | Pit foundation discharge soil compacting construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPS6319326A true JPS6319326A (en) | 1988-01-27 |
Family
ID=15775448
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP16352186A Pending JPS6319326A (en) | 1986-07-11 | 1986-07-11 | Pit foundation discharge soil compacting construction method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS6319326A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0422524U (en) * | 1990-06-12 | 1992-02-25 |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5038914A (en) * | 1973-08-14 | 1975-04-10 | ||
| JPS5416321A (en) * | 1977-07-06 | 1979-02-06 | Kubota Ltd | Cast alloy for hearth rollers having superior rougth surface resistance |
-
1986
- 1986-07-11 JP JP16352186A patent/JPS6319326A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5038914A (en) * | 1973-08-14 | 1975-04-10 | ||
| JPS5416321A (en) * | 1977-07-06 | 1979-02-06 | Kubota Ltd | Cast alloy for hearth rollers having superior rougth surface resistance |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0422524U (en) * | 1990-06-12 | 1992-02-25 | ||
| JPH0712422Y2 (en) * | 1990-06-12 | 1995-03-22 | 東急建設株式会社 | Grout injection device at the tip of cast-in-place concrete pile |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102444142B (en) | Pile group column replacement expanded basement and construction method of same | |
| CN102926398B (en) | A kind of for Salt Lake Area iron tower of power transmission line bolts of inclined column type anti-corrosion foundation construction method | |
| CN110397057B (en) | Self-sinking type steel open caisson supporting system and method for soft soil area | |
| CN107299650A (en) | A kind of remote open caisson casting method for correcting error | |
| CN110700270B (en) | Construction method for non-drainage earthwork excavation of ultra-deep foundation pit | |
| CN110258600A (en) | A kind of vertical cofferdam construction engineering method suitable for deep water waters | |
| JP2002121754A (en) | Method for constructing underwater foundation | |
| JPS6319326A (en) | Pit foundation discharge soil compacting construction method | |
| CN108005080A (en) | T-shaped wall+prestressing anchor support body systems approach | |
| JPS5847823A (en) | Construction of in-place concrete pile | |
| JPH0776845A (en) | Method of settling open caisson | |
| CN108118702A (en) | For the recoverable flexible compound supporting construction and method of construction of coral reef foundation pit | |
| JPH059945A (en) | Underground skeleton constructing method | |
| JPS58127822A (en) | Liquefaction preventive structure of foundation ground | |
| CN209620034U (en) | Active X-shaped double-row pile foundation pit support structure | |
| JPH0776844A (en) | Method of settling open caisson | |
| JPH0432172B2 (en) | ||
| TW418274B (en) | A pre-cast and site-cast combined construction method of retaining and waterproof diaphragm wall | |
| JP3904294B2 (en) | Underground excavation method and underground structure construction method using this method | |
| CN114635715A (en) | Method for reinforcing hard rock mining cavity by support method and hard rock mining cavity support structure | |
| JPS59122629A (en) | Construction of prefabricated underground structure | |
| JP2581602B2 (en) | Waste treatment method | |
| JPS58127823A (en) | Liquefaction preventive structure of foundation ground | |
| JPS60175611A (en) | Reclaiming method | |
| JPS63156124A (en) | Construction of basement |