JPH0439533B2 - - Google Patents
Info
- Publication number
- JPH0439533B2 JPH0439533B2 JP61104681A JP10468186A JPH0439533B2 JP H0439533 B2 JPH0439533 B2 JP H0439533B2 JP 61104681 A JP61104681 A JP 61104681A JP 10468186 A JP10468186 A JP 10468186A JP H0439533 B2 JPH0439533 B2 JP H0439533B2
- Authority
- JP
- Japan
- Prior art keywords
- anchor
- pipe
- grout
- grout injection
- injection
- 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
- 238000002347 injection Methods 0.000 claims description 69
- 239000007924 injection Substances 0.000 claims description 69
- 239000011440 grout Substances 0.000 claims description 56
- 239000000463 material Substances 0.000 claims description 53
- 238000010276 construction Methods 0.000 claims description 8
- 239000002775 capsule Substances 0.000 claims description 7
- 239000004568 cement Substances 0.000 claims description 6
- 239000008267 milk Substances 0.000 claims description 6
- 210000004080 milk Anatomy 0.000 claims description 6
- 235000013336 milk Nutrition 0.000 claims description 6
- 239000004570 mortar (masonry) Substances 0.000 claims description 5
- 238000003780 insertion Methods 0.000 claims description 4
- 230000037431 insertion Effects 0.000 claims description 4
- 238000004873 anchoring Methods 0.000 claims description 3
- 239000002184 metal Substances 0.000 claims 1
- 239000004744 fabric Substances 0.000 description 4
- 238000000034 method Methods 0.000 description 4
- 239000000853 adhesive Substances 0.000 description 3
- 230000001070 adhesive effect Effects 0.000 description 3
- 239000011162 core material Substances 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 239000004952 Polyamide Substances 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 229920002647 polyamide Polymers 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 238000009827 uniform distribution Methods 0.000 description 1
Classifications
-
- 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
-
- 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
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/80—Ground anchors
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)
- Piles And Underground Anchors (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Description
【発明の詳細な説明】
産業上の利用分野
本発明は、軟弱地盤用支圧型アンカー定着体及
び軟弱地盤用支圧型アースアンカー工法に関す
る。DETAILED DESCRIPTION OF THE INVENTION Field of Industrial Application The present invention relates to a bearing type anchor fixing body for soft ground and a bearing type earth anchor construction method for soft ground.
従来の技術
アースアンカー工法として、ボーリング孔にア
ンカーケーブルを挿入し、定着部にモルタルを加
圧注入して、モルタルと孔壁との付着強度により
構造物からの荷重を支えようとするものがある。
定着地盤が軟弱である場合には、注入材の周辺地
盤への回り込みが一様でなく、局部的に大きくな
つたり、又は小さくなつたりしてほぼ均一な付着
強度の分布が得られず、したがつて負担荷重の大
きい部分から付着破壊が順次進行し、ついにアン
カー体の全長に引き抜けることとなる。アンカー
定着部に湧水箇所があれば、注入材の品質劣化を
生じ、所期の付着強度が得られない。また軟弱地
盤であれば、孔壁周辺ではベントナイト状のスラ
イムが注入材に付着し、このため注入材と孔壁と
の付着強度は著しく減退し、所期の設計引き抜き
荷重が達成されないし、そのためアンカー体の定
着長を著しく長くしなければならない。一方、支
圧型アンカー工法としては、アンカーコアーを打
ち込む方法もあるが、これが引つ張り荷重に耐え
るためには、コアーの拡径度が少なくとも掘削径
の約３倍以上にならなければならないことが本発
明者によつて実験により確認されており、従来の
方法ではこの拡径度（実体径）を実現することは
不可能である。Conventional technology As an earth anchor construction method, there is a method in which an anchor cable is inserted into a borehole, mortar is injected under pressure into the anchorage part, and the load from the structure is supported by the adhesive strength between the mortar and the hole wall. .
If the anchoring ground is soft, the injection material will not spread uniformly to the surrounding ground, and may locally become larger or smaller, making it impossible to obtain a nearly uniform distribution of adhesion strength. Over time, bond failure progresses sequentially starting from the portions where the load is greater, and finally the anchor body is pulled out over the entire length. If there is a spring in the anchor anchorage, the quality of the injection material will deteriorate and the desired adhesive strength will not be obtained. In addition, if the ground is soft, bentonite-like slime will adhere to the injection material around the hole walls, which will significantly reduce the adhesion strength between the injection material and the hole wall, making it impossible to achieve the desired design pullout load. The anchorage length of the anchor body must be significantly increased. On the other hand, as a bearing type anchor method, there is also a method of driving an anchor core, but in order for this to withstand tensile loads, the diameter of the core must be at least three times the diameter of the excavation. The present inventor has confirmed this through experiments, and it is impossible to achieve this degree of diameter expansion (substantial diameter) using conventional methods.
従来の技術であるアースアンカー工法として、
例えば特開昭49−56410号公報には、「円筒状の布
製幹体チユーブ内へ注入パイプ、鋼材を入れ、チ
ユーブの上下をそれぞれ閉鎖し一本のチユーブ状
にする。ボーリング穴内にケーシングチユーブを
底まで挿入し、ケーシングパイプ内に布製幹体チ
ユーブを挿入し、所定の長さだけケーシングパイ
プを引き上げ注入パイプを介して幹体チユーブ内
に底部から注入材を注入しながら膨張させ、孔壁
の崩れを防ぎ、ついで同様に所定の長さだけケー
シングパイプを引き上げ注入パイプを介して幹体
チユーブ内に底部から注入材を注入しながら膨張
させ、孔壁の崩れを防ぐ。このようにして幹体チ
ユーブを全部、注入材で満たした後、加圧注入
し、幹径を拡大させてアンカー定着部を形成する
ことが記載されている。このような従来の注入パ
イプでは、例えば、(1)注入材が注入パイプの先端
のみから注入されるので、注入材の注入圧を上げ
ても、先端の注入口から離れるにしたがつて幹体
チユーブへの注入材の注入量が少なくなり孔壁に
対する圧密効果が減少し、その結果周辺摩擦抵抗
が小さくなつて期待するアンカー引き抜き抵抗力
が得られない、(2)グラウト材と引張材とが長さ方
向でのみ接着した構造になつているので、長期間
のうちに前後左右などの方向の力が引張材にかか
り、その結果グラウト材と引張材との接着面に作
用してグラウト材と引張材面とが剥離し、引張材
が引き抜けるという、重大な欠点がある。また上
記公報及び特開昭58−189410号公報には、地盤の
緩みに対してチユーブの膨張によつて孔壁の圧密
を進行せしめてアンカーの摩擦抵抗を高めるとい
つているが、軟弱地盤の場合、このようなことは
机上の空論である。上記公報にはアンカー定着体
の直径とアンカー定着体の引き抜き抵抗との関係
については何等説明されていない。例えば、Dr.
Ing.LEOS HOBST）及びIng.JOSEFF ZAJIC
CSc）著「ANCHORING IN ROCK AND
SOIL」第２全改訂版（ELSEVIER
SCIENTIFIC PUBLISHING COMPANY
Amsterdam Oxford New York 1983、第68ペ
ージには、Fig.10−９のようなアンカー体底部プ
レート（base plate）の長径ｄのもとで支圧型破
壊を生じるような説明になつているが、このよう
な支圧型破壊を来すに必要な所要最小限のｄの定
義はない。このように、本出願以前にはアンカー
定着体の直径とアンカー定着体の引き抜き抵抗と
の関係については、何分にも地中のことゆえ実際
の実験例はなく何等研究されていなかつた。本発
明者は、現場においての数多い実験からボーリン
グ孔の直径の少なくとも３倍の直径をもつたアン
カー定着体を軟弱地盤中に造成しなければ、アン
カー定着体はそのままの状態で引き抜かれアンカ
ー工としては全く信頼出来ないことを確認してい
る。このようなアンカー定着体の所要拡径の限度
を発見したのが本発明の基本となつている。 As the conventional technology of earth anchor construction method,
For example, Japanese Patent Application Laid-open No. 49-56410 states, ``Put an injection pipe and steel material into a cylindrical cloth trunk tube, and close the top and bottom of the tube to form a single tube.Insert a casing tube into a boring hole. Insert the cloth trunk tube into the casing pipe, pull up the casing pipe a predetermined length, and inject the injection material from the bottom into the trunk tube through the injection pipe to expand the hole wall. Then, the casing pipe is similarly pulled up a predetermined length, and the injection material is injected into the trunk tube from the bottom through the injection pipe to expand it, thereby preventing the hole wall from collapsing. It is described that after the entire tube is filled with the injection material, the tube is injected under pressure to expand the trunk diameter to form the anchor anchorage part.In such a conventional injection pipe, for example, (1) injection Since the material is injected only from the tip of the injection pipe, even if the injection pressure of the injection material is increased, the amount of material injected into the trunk tube decreases as the distance from the injection port at the tip increases, resulting in consolidation of the material against the hole wall. (2) Since the structure is such that the grout material and the tensile material are bonded only in the longitudinal direction, During this period, force in directions such as front, back, left, and right is applied to the tensile material, and as a result, it acts on the adhesive surface between the grout and the tensile material, causing the grout and the tensile material surface to separate, causing the tensile material to be pulled out. In addition, the above-mentioned publication and Japanese Patent Application Laid-Open No. 189410/1989 state that the hole wall is consolidated by expansion of the tube in response to loosening of the ground, thereby increasing the frictional resistance of the anchor. However, in the case of soft ground, this is a theoretical theory.The above publication does not explain anything about the relationship between the diameter of the anchor anchor and the pull-out resistance of the anchor anchor.For example, Dr.
Ing.LEOS HOBST) and Ing.JOSEFF ZAJIC
CSc) “ANCHORING IN ROCK AND
SOIL” 2nd fully revised edition (ELSEVIER
SCIENTIFIC PUBLISHING COMPANY
Amsterdam Oxford New York 1983, page 68, there is an explanation that bearing type failure occurs under the long axis d of the base plate of the anchor body as shown in Fig. 10-9. There is no definition of the minimum value d necessary to cause such bearing type failure. As described above, prior to this application, the relationship between the diameter of the anchor fixing body and the pull-out resistance of the anchor fixing body had not been studied at all, as there were no actual experimental examples since the method was underground. Based on numerous experiments in the field, the present inventor has found that unless an anchor anchorage body with a diameter at least three times the diameter of the borehole is created in soft ground, the anchor anchorage body will be pulled out as it is and cannot be used as an anchor work. has been confirmed to be completely unreliable. The basis of the present invention is the discovery of the limit to the required diameter expansion of such an anchor fixing body.
発明の目的
本発明の第一の目的は、従来技術の上記の欠点
を解消すると共に、パツカーの長さ方向全体にわ
たつてほぼ均一の注入圧によつて注入材を充填す
ることによつてパツカーをボーリング孔径の少な
くとも３倍以上に拡径膨張させることができ、そ
して支圧抵抗の期待ができ、大きなアンカー引き
抜き抵抗力のある、軟弱地盤用支圧型アンカー定
着体を提供することにある。また本発明の第二の
目的は、パツカーの長さの方向全体にわたつてほ
ぼ均一の注入圧によつて注入材を充填することに
よつてパツカーをボーリング孔径の少なくとも３
倍以上に拡径膨張させることができ、支圧抵抗を
期待することができる軟弱地盤用支圧型アースア
ンカー工法を提供することにある。OBJECTS OF THE INVENTION The first object of the present invention is to eliminate the above-mentioned drawbacks of the prior art and to improve the efficiency of filling the packer with injection material by applying a substantially uniform injection pressure over the entire length of the packer. To provide a bearing type anchor fixing body for soft ground, which can be expanded in diameter to at least three times the borehole diameter, can be expected to have bearing pressure resistance, and has a large anchor pull-out resistance. A second object of the present invention is to fill the pucker with the injection material with a substantially uniform injection pressure over the entire length of the pucker.
It is an object of the present invention to provide a bearing type earth anchor construction method for soft ground that can be expanded in diameter by more than twice as much and can be expected to have bearing resistance.
発明の構成
本発明の、軟弱地盤における支圧型アンカー定
着体の一例を第１〜７図、特に第１図にしたがつ
て詳細に説明する。軟弱地盤用支圧型アンカー定
着体１は、長さ方向にグラウト排出孔１１１を開
設したグラウト注入パイプ１１、該グラウト注入
パイプ内に挿通された引張材シースパイプ１２、
該引張材シースパイプ挿入口１４２及びグラウト
注入筒１４１を有し、該グラウト注入パイプの後
端に固着された注入カプセル１４、該グラウト注
入パイプの先端に固着されたアンカーサポートプ
レート１３、該アンカーサポートプレートに固着
ないし係止される引張材固定金具１５によりなる
グラウト注入部材１０、及び該グラウト注入部材
が挿通されて該アンカーサポートプレート側及び
該注入カプセル側において、両端部がそれぞれ閉
塞されて該グラウト注入部材に装着された２１，
２１、縫い目のない大きく膨張することができる
パツカー２０、及び該引張材シースパイプに挿通
され引張材固定金具１５によつて該アンカーサポ
ートプレートに固定ないし係止され、保護され
る、先端が膨らんだ引張材１２１からなつてい
る。第一及び第二の本発明において用いるパツカ
ー２０は、縫い目のない膨張可能な織物であつ
て、例えばポリアミド製糸をメリヤス編みした編
み目が細かく、縫い目のない織物があげられる。
引張材固定金具１５は、引張材の先端部に固着さ
れるものであつて、例えばその内壁にねじ溝が刻
設されていて、アンカーサポートプレート１３側
から引張材シースパイプ１２に挿通された引張材
１２１の先端部に螺合するようになつていてもよ
い。注入筒１４１には、その一端にジヨイントね
じ１４３が刻設され、グラウト材を供給するため
の接続パイプ１４４を連結し得るようになつてい
る。グラウト注入部材１０のパツカーの外側は、
ヒートシール性のフイルム２２によつて覆われて
いて、パツカー２０をアンカー孔に挿通させるま
でパツカー２０を一時的に保護している。また前
記パツカーはグラウト注入パイプ１１を芯にして
パツカーの外からテープを巻回して仮止めしても
よい。本発明のグラウト注入部材１の使用に際し
ては、パツカーへのグラウト材の注入圧は、例え
ば５〜10Kg／ｃm2であり、この程度に注入圧でパ
ツカーは長さ方向全長にわたつてほぼ均一に軟弱
地盤中で膨張し、軟弱地盤を圧縮、圧密にする。
例えば、軟弱地盤のＮ値にもよるが、Ｎ値15以下
の軟弱地盤においては、直径116〜160mmのボーリ
ング孔に挿入したグラウト注入部材１はグラウト
材によるパツカーの膨張によつて直径400〜800mm
若しくは800mm以上のパイルが造成される。Structure of the Invention An example of the pressure-bearing type anchor fixing body for use on soft ground according to the present invention will be described in detail with reference to FIGS. 1 to 7, particularly FIG. 1. The pressure-bearing anchor fixing body 1 for soft ground includes a grout injection pipe 11 having a grout discharge hole 111 in the length direction, a tensile material sheath pipe 12 inserted into the grout injection pipe,
An injection capsule 14 having the tensile material sheath pipe insertion port 142 and a grout injection cylinder 141 and fixed to the rear end of the grout injection pipe, an anchor support plate 13 fixed to the tip of the grout injection pipe, and the anchor support A grout injection member 10 consisting of a tensile material fixing fitting 15 that is fixed or locked to the plate, and the grout injection member is inserted and both ends are closed on the anchor support plate side and the injection capsule side, respectively, and the grout is inserted into the grout. 21 attached to the injection member,
21. A pack car 20 that can be expanded greatly without a seam, and a swollen tip that is inserted into the tensile material sheath pipe and fixed or locked to and protected by the tensile material fixing fitting 15 on the anchor support plate. It is made of tensile material 121. The packer 20 used in the first and second aspects of the present invention is a seamless inflatable fabric, such as a finely knit seamless fabric made of stockinette knitted polyamide yarn.
The tensile material fixing fitting 15 is fixed to the tip of the tensile material, and has, for example, a threaded groove carved in its inner wall. It may be adapted to be screwed into the tip of the material 121. The injection barrel 141 has a joint screw 143 cut into one end thereof, so that a connecting pipe 144 for supplying grout material can be connected thereto. The outside of the grout injection member 10 is
It is covered with a heat-sealable film 22 to temporarily protect the packer 20 until it is inserted into the anchor hole. Further, the packer may be temporarily fixed by wrapping a tape around the grout injection pipe 11 from the outside of the packer. When using the grout injection member 1 of the present invention, the injection pressure of the grout material into the packer is, for example, 5 to 10 kg/cm 2 , and at this level of injection pressure, the grout material is almost uniformly poured over the entire length of the packer. It expands in soft ground, compressing and consolidating the soft ground.
For example, depending on the N value of the soft ground, in soft ground with an N value of 15 or less, the grout injection member 1 inserted into a borehole with a diameter of 116 to 160 mm will have a diameter of 400 to 800 mm due to the expansion of the packer by the grout material.
Or a pile of 800mm or more is created.
実施例
軟弱地盤にボーリング孔を削孔し、このボーリ
ング孔にケーシングパイプ３を非定着部長L1及
び定着部長L2に相当する深さまで挿入する（第
３図）。一方、引張材シースパイプ１２にアンカ
ーサポートプレート１３側から先端が膨らんだ引
張材１２１をその末端部より挿入し、その先端部
を引張材固定金具１５によつてアンカーサポート
プレート１３に固着、保護し、そしてグラウト注
入筒１４１には接続パイプ１４４をジヨイントね
じ１４３に螺合して連結し、アンカー定着体１を
組み立てる（第４図）。次に、このアンカー定着
体をケーシングパイプ３に挿入し、定着部に挿入
した後（第４図）、非定着部長だけ残し、有効定
着部長だけケーシングパイプ３を引き抜く（第５
図）。グラウト材Ｇを注入パイプ１１のグラウト
排出孔１１１よりパツカー２０内に高圧充填し、
パツカーを膨張させる（第６図）。ケーシングパ
イプ３を引き抜き、放置してグラウト材Ｇを固化
し、支圧型アースアンカー体Ａが造成される。接
続パイプ１４４を取り外し、引張材１２１を緊
張、固定してアンカー施工を完了する（第７図）。
永久アンカーの場合には、ケーシングパイプを引
き抜き、孔内にモルタル又はセメントミルクを二
次的に注入して防錆措置をとる。Embodiment A borehole is drilled in soft ground, and the casing pipe 3 is inserted into the borehole to a depth corresponding to the non-anchored section L1 and the anchored section L2 (Fig. 3). On the other hand, a tensile material 121 with a swollen tip is inserted into the tensile material sheath pipe 12 from the anchor support plate 13 side from its distal end, and its distal end is fixed and protected to the anchor support plate 13 by the tensile material fixing fitting 15. Then, a connecting pipe 144 is connected to the grout injection cylinder 141 by screwing it into a joint screw 143, and the anchor fixing body 1 is assembled (FIG. 4). Next, insert this anchor fixing body into the casing pipe 3 and insert it into the fixing part (Fig. 4), then pull out the casing pipe 3 only by the effective fixing part, leaving only the non-fixing part (Fig. 5).
figure). Filling the grouting material G with high pressure into the grout car 20 from the grout discharge hole 111 of the injection pipe 11,
Inflate the packer (Figure 6). The casing pipe 3 is pulled out and left to solidify the grout material G, thereby creating the pressure bearing type earth anchor body A. The connecting pipe 144 is removed, the tensile member 121 is tensioned and fixed, and the anchor construction is completed (FIG. 7).
In the case of permanent anchors, the casing pipe is pulled out and mortar or cement milk is secondarily injected into the hole to prevent rust.
発明の効果
第一の本発明によれば、パツカーの長さ方向全
体にわたつてほぼ均一の注入圧によつて注入材を
充填することによつてパツカーをボーリング孔径
の少なくとも３倍以上に拡径膨張させることがで
き、支圧抵抗が期待でき、大きなアンカー引き抜
き抵抗力のある、軟弱地盤における支圧型アンカ
ー定着体を造成することができる。第二の本発明
によれば、軟弱地盤用支圧型アンカー体１は、グ
ラウト注入パイプ１１に長さ方向にグラウト排出
孔１１１が開設されているので、パツカーの長さ
方向全体にわたつてほぼ均一の注入圧によつて注
入材を充填することができるとともに、パツカー
をボーリング孔径の少なくとも３倍以上に拡径膨
張させて、支圧抵抗が期待できる、軟弱地盤用支
圧型アースアンカー工法を提供することができ、
更に引張材は固化したグラウト材、即ちアンカー
定着体の中に埋め込まれたアンカーサポートプレ
ートに固着されているので、引張材がアンカー定
着体から引き抜けるという重大な欠点がないし、
またグラウト注入パイプがグラウト材又はセメン
トミルクの中に心材として埋設されるので、グラ
ウト材またはセメントミルクの強度が著しく増加
し、グラウト材又はセメントミルクなどの圧縮破
壊を防止することができる。このように、第一及
び第二の本発明は優れた作用効果を奏する。Effects of the Invention According to the first aspect of the present invention, the diameter of the packer is expanded to at least three times the diameter of the borehole by filling the filler with a substantially uniform injection pressure over the entire length of the packer. It is possible to create a bearing type anchor anchorage in soft ground that can be expanded, can be expected to have bearing resistance, and has a large anchor pull-out resistance. According to the second aspect of the present invention, in the support type anchor body 1 for soft ground, the grout discharge hole 111 is opened in the length direction in the grout injection pipe 11, so that the grout discharge hole 111 is provided almost uniformly over the entire length direction of the grout injection pipe 11. To provide a bearing type earth anchor construction method for soft ground, which can be filled with an injection material with an injection pressure of 200 mL, and can be expected to have bearing resistance by expanding the diameter of the packer to at least three times the diameter of the borehole. It is possible,
Furthermore, since the tensile material is fixed to a solidified grout, i.e., an anchor support plate embedded within the anchor anchorage, there is no significant disadvantage of the tensioner being pulled out of the anchor anchorage;
Furthermore, since the grout injection pipe is embedded as a core material in the grout material or cement milk, the strength of the grout material or cement milk is significantly increased, and compression failure of the grout material or cement milk can be prevented. As described above, the first and second aspects of the present invention have excellent effects.
第１図は、本発明の軟弱地盤用支圧型アンカー
定着体の説明図、第２図は、本発明のアンカー定
着体を用いてパツカーに注入材を加圧充填したと
きの使用状態を説明する説明図である。第３〜７
図は、本発明のアンカー定着体を用いた場合の軟
弱地盤における支圧型アースアンカー工法の説明
図である。
１……アンカー定着体、１０……グラウト注入
部材、１１……グラウト注入パイプ、１１１……
グラウト排出孔、１２……引張材シースパイプ、
１３……アンカーサポートプレート、１４……注
入カプセル、１４１……グラウト注入筒、１４２
……シースパイプ挿入口、１４３……ジヨイント
ねじ、１４４……接続パイプ、１５……引張材固
定金具、２０……パツカー、２１……グラウト注
入部材へのパツカーの装着部、２２……ヒートシ
ール性の保護フイルム、３……ケーシングパイ
プ、Ｇ……グラウト材、Ａ……アンカー体。
FIG. 1 is an explanatory diagram of the pressure-bearing anchor fixing body for soft ground of the present invention, and FIG. 2 is an illustration of the usage state when the anchor fixing body of the present invention is used to pressurize and fill an injection material into a pack car. It is an explanatory diagram. 3rd to 7th
The figure is an explanatory diagram of the bearing pressure type earth anchor construction method on soft ground when using the anchor fixing body of the present invention. DESCRIPTION OF SYMBOLS 1... Anchor fixing body, 10... Grout injection member, 11... Grout injection pipe, 111...
Grout discharge hole, 12... tensile material sheath pipe,
13... Anchor support plate, 14... Injection capsule, 141... Grout injection cylinder, 142
... Sheath pipe insertion port, 143 ... Joint screw, 144 ... Connection pipe, 15 ... Tensile material fixing fitting, 20 ... Packer, 21 ... Attachment part of packer to grout injection member, 22 ... Heat seal 3... Casing pipe, G... Grout material, A... Anchor body.
Claims (1)
グラウト注入パイプ１１、該グラウト注入パイプ
内に挿通された引張材シースパイプ１２、該引張
材シースパイプの挿入口１４２及びグラウト注入
筒１４１を有し、該グラウト注入パイプの後端に
固着された注入カプセル１４、該グラウト注入パ
イプの先端に固着されたアンカーサポートプレー
ト１３、及び該引張材シースパイプ１２に挿通さ
れ、引張材固定金具１５によつて該アンカーサポ
ートプレートに固定ないし係止された引張材１２
１からなるグラウト注入部材１０、並びに該グラ
ウト注入部材が挿通され、該アンカーサポートプ
レート側及び該注入カプセル側に、両端部がそれ
ぞれ閉塞されて該グラウト注入部材に装着され
た、縫い目のない膨張可能なパツカー２０からな
ることを特徴とする軟弱地盤用支圧型アンカー定
着体１。 ２ 軟弱地盤にアンカー自由長とアンカー体定着
長に相当する深さまでボーリング孔を削孔し、 長さ方向にグラウト排出孔１１１を開設したグ
ラウト注入パイプ１１、該グラウト注入パイプ内
に挿通された引張材シースパイプ１２、 該引張材シースパイプの挿入口１４２及びグラ
ウト注入筒１４１を有し、該グラウト注入パイプ
の後端に固着された注入カプセル１４、該グラウ
ト注入パイプの先端に固着されたアンカーサポー
トプレート１３、該引張材シースパイプ１２に挿
通され、引張材固定金具１５によつて該アンカー
サポートプレートに固定ないし係止された引張材
１２１からなるグラウト注入部材１０、並びに該
グラウト注入部材が挿通され、該アンカーサポー
トプレート側及び該注入カプセル側に、両端部が
それぞれ閉塞されて該グラウト注入部材に装着さ
れた、縫い目のない膨張可能なパツカー２０から
なる軟弱地盤用支圧型アンカー定着体１を該アン
カー体定着長域に挿入し、そして該グラウト注入
パイプ１１よりモルタル又はセメントミルクを該
パツカー内に加圧注入して該パツカーをボーリン
グ孔径の少なくとも３倍以上に拡径膨張させ、 その状態でモルタル又はセメントミルクを固化
させることを特徴とする、軟弱地盤における支圧
型アースアンカー工法。[Claims] 1. A grout injection pipe 11 having a grout discharge hole 111 in the length direction, a tensile material sheath pipe 12 inserted into the grout injection pipe, an insertion port 142 of the tensile material sheath pipe, and grout injection. The injection capsule 14 has a cylinder 141 and is fixed to the rear end of the grout injection pipe, the anchor support plate 13 is fixed to the tip of the grout injection pipe, and the tensile material is inserted through the sheath pipe 12 to fix the tensile material. A tension member 12 fixed or locked to the anchor support plate by a metal fitting 15
1, and a seamless inflatable grouting member 10 which is inserted through the grouting member and is attached to the grouting member with both ends closed on the anchor support plate side and the injection capsule side, respectively. A pressure-bearing anchor fixing body 1 for soft ground, characterized by comprising a packer 20. 2. A boring hole is drilled in soft ground to a depth corresponding to the free length of the anchor and the fixed length of the anchor body, and a grout injection pipe 11 with a grout discharge hole 111 opened in the length direction, and a tension pipe inserted into the grout injection pipe. material sheath pipe 12, an injection capsule 14 having an insertion port 142 of the tensile material sheath pipe and a grout injection cylinder 141, fixed to the rear end of the grout injection pipe, and an anchor support fixed to the tip of the grout injection pipe. A grout injection member 10 consisting of a tension member 121 inserted into the plate 13, the tension member sheath pipe 12, and fixed or locked to the anchor support plate by the tension member fixing fitting 15, and the grout injection member 10 inserted through the tension member sheath pipe 12. , on the anchor support plate side and the injection capsule side, a pressure-bearing anchor fixing body 1 for soft ground consisting of a seamless inflatable packer 20 whose both ends are closed and attached to the grout injection member is installed. The anchor body is inserted into the anchoring length region, and mortar or cement milk is injected under pressure into the packer from the grout injection pipe 11 to expand the diameter of the packer to at least three times the diameter of the borehole, and in this state, the mortar is Or a bearing pressure type earth anchor construction method for soft ground, which is characterized by solidifying cement milk.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP61104681A JPS62264218A (en) | 1986-05-09 | 1986-05-09 | Bearing type earth anchoring work for soft ground and grouting work therefor |
| KR1019860004597A KR900003143B1 (en) | 1986-05-09 | 1986-06-10 | Earth ancher method and earth ancher |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP61104681A JPS62264218A (en) | 1986-05-09 | 1986-05-09 | Bearing type earth anchoring work for soft ground and grouting work therefor |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS62264218A JPS62264218A (en) | 1987-11-17 |
| JPH0439533B2 true JPH0439533B2 (en) | 1992-06-29 |
Family
ID=14387215
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP61104681A Granted JPS62264218A (en) | 1986-05-09 | 1986-05-09 | Bearing type earth anchoring work for soft ground and grouting work therefor |
Country Status (2)
| Country | Link |
|---|---|
| JP (1) | JPS62264218A (en) |
| KR (1) | KR900003143B1 (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2683540B2 (en) * | 1988-08-06 | 1997-12-03 | 新技術工営株式会社 | Bag-shaped ground anchor and its fixing structure |
| KR20030049112A (en) * | 2001-12-14 | 2003-06-25 | 양형칠 | An anchor construction method of a bulb formation for preventing collapse of the clay ground |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS4956410A (en) * | 1972-10-02 | 1974-05-31 | ||
| JPS58189410A (en) * | 1982-04-26 | 1983-11-05 | Takenaka Komuten Co Ltd | Forcibly controlled injection work |
-
1986
- 1986-05-09 JP JP61104681A patent/JPS62264218A/en active Granted
- 1986-06-10 KR KR1019860004597A patent/KR900003143B1/en not_active IP Right Cessation
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS4956410A (en) * | 1972-10-02 | 1974-05-31 | ||
| JPS58189410A (en) * | 1982-04-26 | 1983-11-05 | Takenaka Komuten Co Ltd | Forcibly controlled injection work |
Also Published As
| Publication number | Publication date |
|---|---|
| KR900003143B1 (en) | 1990-05-09 |
| JPS62264218A (en) | 1987-11-17 |
| KR870011331A (en) | 1987-12-22 |
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| Date | Code | Title | Description |
|---|---|---|---|
| EXPY | Cancellation because of completion of term |