JPH0517940A - Method and device for pressure curing hardening material in anchor preparation - Google Patents

Method and device for pressure curing hardening material in anchor preparation

Info

Publication number
JPH0517940A
JPH0517940A JP17402491A JP17402491A JPH0517940A JP H0517940 A JPH0517940 A JP H0517940A JP 17402491 A JP17402491 A JP 17402491A JP 17402491 A JP17402491 A JP 17402491A JP H0517940 A JPH0517940 A JP H0517940A
Authority
JP
Japan
Prior art keywords
anchor
pipe
hardening
hole
anchor hole
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.)
Granted
Application number
JP17402491A
Other languages
Japanese (ja)
Other versions
JP2874068B2 (en
Inventor
Yasuro Ito
Iwao Nakahara
巌 中原
康郎 伊藤
Original Assignee
Japan Found Eng Co Ltd
日本基礎技術株式会社
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Japan Found Eng Co Ltd, 日本基礎技術株式会社 filed Critical Japan Found Eng Co Ltd
Priority to JP17402491A priority Critical patent/JP2874068B2/en
Publication of JPH0517940A publication Critical patent/JPH0517940A/en
Application granted granted Critical
Publication of JP2874068B2 publication Critical patent/JP2874068B2/en
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

Links

Abstract

PURPOSE:To prevent an inflow of groundwater into an anchor hole by curing a surface of an anchor execution position by using a pressure curing machine raised from a cover member and the anchor hole and removably mounted on a cover part. CONSTITUTION:A pressure curing machine 23 is constituted of a cover member formed of a cylindrical pipe 25 and a tapered pipe 39, packing member 33, rise up pipe 38 for injecting a setting agent supplemented, tension material 41 and a seal member 45 for sealing a tension material insertion port, and this machine 23 is set up in an execution position of an anchor hole 21. The anchor 41 is inserted from the tension material insertion port 41 and sealed with the seal member 45 to also fill the anchor hole 21 and the cover member with the hardening material from the rise up pipe 38, thereafter to perform curing by a pressure head in accordance with height and specific gravity before hardening of the rise up pipe 38. In this way, an inflow of groundwater by collapse of the anchor hole 21 and dilution and dispersion of the hardening material can be prevented.

Description

【発明の詳細な説明】Detailed Description of the Invention
【0001】[0001]
【産業上の利用分野】本発明は、アンカー造成に於ける
硬化材の加圧養生方法とその実施に使用する加圧養生装
置に関する。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a pressure curing method for a hardening material in forming an anchor and a pressure curing apparatus used for carrying out the method.
【0002】[0002]
【従来の技術】建物が地震によって転倒したり、水圧に
よって浮き上がったりするのを防止するため、従来で
は、図9に示すように建物基礎の下層にアンカー1を造
成し、これによって建物3の基礎を地盤5に固定して建
物全体の安定を図っている。
2. Description of the Related Art In order to prevent a building from tipping over due to an earthquake or rising due to water pressure, conventionally, as shown in FIG. Is fixed to the ground 5 to stabilize the entire building.
【0003】而して、アンカーの施工は、一般に建物の
地下部を構築するための掘削(根切り)が終了した後、
根切り床から行われるが、地下部の掘削は、鋼矢板等を
用いて掘削域を取り囲むように壁体を形成し、この掘削
域に井戸を設けて地下水を揚水し乍ら掘削域の水位を強
制的に下げるといった地下水位低下工法で地下水位を根
切り床以下に下げて行われている。
[0003] In general, the anchor is constructed after the excavation (root cutting) for constructing the underground part of the building is completed.
Although excavation is performed from the root excavation floor, a wall is formed using steel sheet pile to surround the excavation area, and a well is provided in this excavation area to pump the groundwater and the water level It is carried out by lowering the groundwater level below the root cutting floor by a method of lowering the groundwater level such as forcibly lowering the groundwater level.
【0004】そして、地下部の掘削を終えると、根切り
床に捨てコンクリート(以下「捨てコン」という)を打
ち、削孔機で地盤にアンカー孔を削孔した後、PC鋼線
等の引張り材を挿入して硬化材を注入しアンカー体を形
成する。そして、アンカー体が硬化した後、再度アンカ
ー孔内に硬化材を二次注入して地盤にアンカーを造成し
ている。
After the excavation of the underground portion, waste concrete (hereinafter referred to as "disposable concrete") is struck on the root cutting floor, an anchor hole is drilled in the ground by a drilling machine, and then a PC steel wire or the like is pulled. A material is inserted and a hardening material is injected to form an anchor body. After the anchor body is hardened, the hardening material is secondarily injected into the anchor hole again to form the anchor in the ground.
【0005】[0005]
【発明が解決しようとする課題】然し、上述の如きアン
カーの造成方法にあっては、図10に示すように、アン
カー体7を地盤に定着する定着部が、通常、建物基礎9
からある長さ(自由長部)Lをとって設置されるため、
アンカー体7が壁体11の先端部よりも下の地盤(以下
「定着地盤」という)13に位置する場合が多かった。
そして、この状況に於て、定着地盤13が砂礫層や礫岩
層等の透水性地盤である場合は、定着地盤13が壁体1
1の外側と直接通じているため、壁体11の外側に於け
る自然地下水位との水頭差により、アンカー孔内に壁体
11の外側と同等の圧力の水が流入することとなる。
However, in the method of constructing an anchor as described above, as shown in FIG. 10, the anchoring portion for anchoring the anchor body 7 to the ground is usually a building foundation 9
Since it is installed with a certain length (free length part) L,
In many cases, the anchor body 7 was located on the ground (hereinafter referred to as “fixed ground”) 13 below the tip of the wall body 11.
In this situation, if the fixed ground 13 is a permeable ground such as a gravel layer or a conglomerate layer, the fixed ground 13 is the wall 1
Since it directly communicates with the outside of the wall body 1, the water having the same pressure as that of the outside of the wall body 11 flows into the anchor hole due to the head difference from the natural groundwater level outside the wall body 11.
【0006】而して、アンカー体7を定着地盤13に定
着させるための硬化材として、一般にセメントミルクが
使用されおり、通常、このセメントミルクの比重でアン
カー孔内への水の流入を抑えているが、掘削域の水位と
壁体11の外側に於ける自然地下水位との差が余りにも
大きい場合には、上述の如くアンカー孔内に圧力水が流
入してしまう事態が生じていた。
Cement milk is generally used as a hardening material for fixing the anchor body 7 to the fixing ground 13, and the specific gravity of the cement milk is normally used to suppress the inflow of water into the anchor hole. However, when the difference between the water level in the excavation area and the natural groundwater level outside the wall 11 is too large, the situation in which pressure water flows into the anchor hole occurs as described above.
【0007】そして、斯様に圧力水がアンカー孔内に流
入してしまうと、セメントミルクが硬化するまでの間に
流入水によってセメントミルクが希釈又は流出して、ア
ンカーの所定の耐力が得られなくなる虞があった。
When the pressure water thus flows into the anchor hole, the cement milk is diluted or outflowed by the inflow water until the cement milk hardens, so that a predetermined yield strength of the anchor can be obtained. There was a risk of disappearing.
【0008】本発明は斯かる実情に鑑み案出されたもの
で、掘削域を取り囲むように壁体を設け、地下水位低下
工法で掘削域の地下水位を根切り床以下に下げて掘削を
行った後にアンカーを造成する際に、アンカー孔内への
地下水の流入を阻止して硬化材の希釈,流出を防止した
アンカー造成に於ける硬化材の加圧養生方法と、その実
施に使用する加圧養生装置を提供することを目的とす
る。
The present invention has been devised in view of such circumstances, and a wall body is provided so as to surround the excavation area, and the groundwater level in the excavation area is lowered by the groundwater level lowering method to perform excavation. After the anchor is created, the method of pressure curing the hardening material in the anchor creation that prevents the inflow of groundwater into the anchor hole to prevent the hardening material from diluting and flowing out, and the method used for its implementation. An object is to provide a pressure curing device.
【0009】[0009]
【課題を解決するための手段】斯かる目的を達成するた
め、本発明に係る硬化材の加圧養生方法は、掘削域を取
り囲むように壁体を設け、当該掘削域の地下水位を地下
水位低下工法で根切り床以下に下げて掘削を行った後、
根切り床に捨てコンクリートを打ち、削孔機で地盤にア
ンカー孔を削孔してこのアンカー孔内に引張り材を挿入
し、次いで、引張り材挿入孔及び立上げ管取付口が形成
されたカバー部材でアンカー孔口をパッキン部材を介し
て覆い、引張り材挿入孔と引張り材との間又は引張り材
相互間と引張り材挿入孔との間を多孔質発泡体で成形さ
れたシール部材でシールすると共に、カバー部材の立上
げ管取付口に立上げ管をアンカー孔口より立ち上げて挿
着し、アンカー孔内及びカバー部材内の空気や水を上記
シール部材を介して外部に排出し乍ら立上げ管から硬化
材をアンカー孔内及びカバー部材内に注入充填し、この
後、立上げ管内の硬化材を補充充填して立上げ管内の硬
化材の高さと硬化材の比重により生ずる加圧水頭を維持
し乍ら、当該加圧水頭によって硬化材の加圧養生を行う
ようにしたものである。
In order to achieve such an object, the method of pressure hardening a hardening material according to the present invention is to provide a wall body so as to surround the excavation area, and set the groundwater level of the excavation area to the groundwater level. After excavating by lowering the floor to below the root cutting floor,
Abandoned concrete is thrown into the root cutting floor, an anchor hole is drilled in the ground with a hole drilling machine, a tension material is inserted into this anchor hole, and then a tension material insertion hole and a riser pipe mounting port are formed. The anchor hole mouth is covered with a member through a packing member, and the tension member insertion hole and the tension member or between the tension members and the tension member insertion hole are sealed by a sealing member formed of a porous foam. At the same time, the start-up pipe is started up from the anchor hole opening and inserted into the start-up pipe mounting opening of the cover member, and the air and water in the anchor hole and the cover member are discharged to the outside through the seal member. The hardening material is injected and filled into the anchor hole and the cover member from the rising pipe, and then the hardening material in the rising pipe is replenished and filled, and the pressure head generated by the height of the hardening material in the rising pipe and the specific gravity of the hardening material Maintain the pressurization It is obtained to perform the pressurization 圧養 raw cured material by the head.
【0010】そして、請求項2に係る硬化材の加圧養生
方法は、削孔機によるアンカー孔の本削孔に先立ち、初
期削孔によって地盤にアンカー孔口の周縁部を保護する
環状フランジを設けたガイドパイプが挿入可能なアンカ
ー孔を形成し、当該アンカー孔内にガイドパイプを挿入
して、アンカー孔の本削孔の際にアンカー孔口を当該ガ
イドパイプの環状フランジで保護するようにしたもので
ある。
According to a second aspect of the present invention, there is provided a hardening method for curing a hardened material, which comprises an annular flange for protecting the peripheral portion of the anchor hole opening in the ground by initial drilling prior to the main drilling of the anchor hole by the drilling machine. An anchor hole into which the provided guide pipe can be inserted is formed, and the guide pipe is inserted into the anchor hole so that the anchor hole opening is protected by the annular flange of the guide pipe during the main drilling of the anchor hole. It was done.
【0011】又、本発明に係るアンカー造成に於ける硬
化材の加圧養生装置は、地盤に削孔されたアンカー孔に
挿入する引張り材の引張り材挿入孔及び立上げ管取付口
が形成され、アンカー孔口を覆ってアンカーの施工位置
表面に取り付くカバー部材と、アンカーの施工位置表面
と当該カバー部材とをシールするパッキン部材と、上記
立上げ管取付口にアンカー孔口より立ち上げて着脱自在
に挿着され、アンカー孔内及びカバー部材内に硬化材を
注入充填,補充充填する立上げ管と、引張り材挿入孔と
引張り材との間又は引張り材相互間と引張り材挿入孔と
の間をシールする多孔質発泡体で成形されたシール部材
と、からなることを特徴とするものである。
Further, in the pressure curing device for hardening material in the anchor construction according to the present invention, the tension material insertion hole of the tension material to be inserted into the anchor hole drilled in the ground and the rising pipe mounting opening are formed. A cover member that covers the anchor hole opening and is attached to the anchor installation position surface, a packing member that seals the anchor installation position surface and the cover member, and a detachable member that is raised from the anchor hole opening to the startup pipe attachment opening. A riser pipe that is freely inserted and inserted into the anchor hole and the cover member for injecting, filling and refilling the hardening material, and between the tension material insertion hole and the tension material or between the tension materials and the tension material insertion hole. And a sealing member formed of a porous foam that seals the space.
【0012】そして、請求項4に係る硬化材の加圧養生
装置は、カバー部材を、引張り材挿入孔に向かって順次
テーパ状に形成したものであり、更に、請求項5に係る
加圧養生装置は、立上げ管を、立上げ管内の硬化材の立
上げ高さが外部から確認できるように透明管で成形した
ものである。
Further, in the pressure curing apparatus for a hardening material according to a fourth aspect, the cover member is formed in a taper shape in order toward the pulling material insertion hole, and the pressure curing method according to the fifth aspect. The apparatus is a stand-up tube molded with a transparent tube so that the stand-up height of the hardening material in the stand-up tube can be confirmed from the outside.
【0013】[0013]
【作用】請求項1に係る加圧養生方法によれば、立上げ
管から硬化材を注入充填すると、アンカー孔内の空気や
水がシール部材を介して外部に排出され、アンカー孔内
及びカバー部材内に完全に硬化材が充填されると、シー
ル部材によって加圧養生装置内が完全にシールされる。
According to the pressure curing method of the first aspect, when the hardening material is injected and filled from the rising pipe, the air and water in the anchor hole are discharged to the outside through the seal member, and the inside of the anchor hole and the cover are covered. When the inside of the member is completely filled with the hardening material, the inside of the pressure curing device is completely sealed by the sealing member.
【0014】その後、立上げ管内の硬化材を、硬化材が
硬化するまで補充充填すれば、アンカー孔への流入水の
圧力と硬化材の圧力のバランスがとられて、アンカー孔
内への流入水の流入を防止する。
After that, if the hardening material in the riser pipe is replenished and filled until the hardening material is hardened, the pressure of water flowing into the anchor hole and the pressure of the hardening material are balanced, and the hardening material flows into the anchor hole. Prevent the inflow of water.
【0015】又、請求項2に係る加圧養生方法によれ
ば、ガイドパイプがアンカー孔の本削孔の際に、アンカ
ー孔口の崩壊を防止する。一方、請求項3に係る加圧養
生装置によれば、カバー部材で覆われたアンカー孔内に
立上げ管から硬化材が充填され、請求項4に係る発明に
よれば、硬化材が完全に充填されたとき、シール部材が
引張り材挿入孔で押し縮められて硬化材で目詰まりを生
じ、その結果、加圧養生装置内を完全にシールすること
となる。
According to the pressure curing method of the second aspect, the anchor pipe is prevented from collapsing at the time of the main drilling of the anchor hole by the guide pipe. On the other hand, according to the pressure curing device of the third aspect, the hardening material is filled from the rising pipe into the anchor hole covered with the cover member. According to the invention of the fourth aspect, the hardening material is completely filled. When filled, the sealing member is compressed by the tension material insertion hole and clogged with the hardened material, resulting in a complete seal within the pressure curing device.
【0016】更に、請求項5によれば、硬化材の立上げ
高さを外部から確認して、立上げ管内の硬化材の補充充
填がなされることとなる。
Further, according to the fifth aspect, the rising height of the hardening material is confirmed from the outside, and the hardening material in the rising pipe is replenished and filled.
【0017】[0017]
【実施例】以下、本発明の実施例を図面に基づき詳細に
説明する。図1に於て、15は根切り床17に打設した
捨てコンで、当該捨てコン15は従来と同様、鋼矢板等
を用いて掘削域を取り囲むように壁体を形成した後、こ
の掘削域内の水位を地下水位低下工法で強制的に下げて
掘削した根切り床17に打設したものである。そして、
図2に示すように、掘削域の地盤19にアンカー孔21
が削孔機により削孔されている。
Embodiments of the present invention will now be described in detail with reference to the drawings. In FIG. 1, reference numeral 15 denotes a waste concrete that is cast on the root cutting floor 17, and the waste condensate 15 has a wall body formed so as to surround the excavation area by using a steel sheet pile or the like as in the conventional case, and then the excavation is performed. The water level in the area was forcibly lowered by the groundwater level lowering construction method, and it was placed on the excavated root excavation floor 17. And
As shown in FIG. 2, anchor holes 21 are formed in the ground 19 in the excavation area.
Has been drilled by a drilling machine.
【0018】而して、上記捨てコン15上に、本発明の
一実施例に係る硬化材の加圧養生装置23が設置されて
いる。図中、25はアンカー孔21よりも若干大きな内
径をもって形成された円筒管で、その周壁には図2の如
く上方に立上げ管取付口27が開口する接続管29が接
続され、又、円筒管25の下部には、図3の如き正方形
状の固定板31がその外周に取り付けられている。そし
て、予め捨てコン15に設置されたアンカーボルトで当
該固定板31を捨てコン15上に固定することにより、
加圧養生装置23がアンカー施工位置に設置されるよう
になっている。尚、図2中、33は捨てコン15と固定
板31との間をシールするパッキン部材、又、図3に於
て、35は固定板31の四隅に夫々穿設されたスタッド
ボルト挿通孔、37は固定板31の中央に穿設された円
筒管取付孔で、図2及び図4に示すように、当該円筒管
取付孔37に円筒管25が取り付けられている。
A pressure curing device 23 for hardening material according to an embodiment of the present invention is installed on the waste container 15. In the figure, reference numeral 25 denotes a cylindrical pipe formed with an inner diameter slightly larger than that of the anchor hole 21, and a connecting pipe 29 having a rising pipe mounting port 27 opening upward is connected to its peripheral wall as shown in FIG. A square fixing plate 31 as shown in FIG. 3 is attached to the outer periphery of the lower portion of the pipe 25. Then, by fixing the fixing plate 31 on the discarding container 15 with an anchor bolt installed in advance in the discarding container 15,
The pressure curing device 23 is installed at the anchor construction position. In FIG. 2, 33 is a packing member that seals between the discarding component 15 and the fixed plate 31, and in FIG. 3, 35 is a stud bolt insertion hole formed at each of four corners of the fixed plate 31. Reference numeral 37 denotes a cylindrical pipe mounting hole formed in the center of the fixing plate 31, and the cylindrical pipe 25 is mounted in the cylindrical pipe mounting hole 37 as shown in FIGS.
【0019】そして、上記接続管29の立上げ管取付口
27に、透明な立上げ管38がアンカー孔口21aより
立ち上げて着脱自在に挿着されており、当該立上げ管3
8からアンカー孔21内に、硬化材としてのセメントミ
ルクSが注入されるようになっている。
A transparent start-up pipe 38 is inserted into the start-up pipe mounting port 27 of the connecting pipe 29 so as to be detachable from the anchor hole 21a.
Cement milk S as a hardening material is injected from 8 into the anchor hole 21.
【0020】一方、上記円筒管25の上部内周には、図
1に示すように、上方に順次縮径するテーパ形状の管材
(以下「テーパ管」という)39が円筒管25と中心軸
を同じくして取り付けられており、その上部開口は、図
2の如くアンカー孔21内に挿入した引張り材41を挿
入させる引張り材挿入孔43として機能するようになっ
ている。そして、当該引張り材挿入孔43と引張り材4
1との間が、スポンジ等の多孔質発泡体のシール部材4
5でシールされている。
On the other hand, on the inner circumference of the upper portion of the cylindrical tube 25, as shown in FIG. 1, a tapered pipe material (hereinafter referred to as "tapered tube") 39 having a diameter gradually decreasing upward is formed between the cylindrical tube 25 and the central axis. It is also attached in the same manner, and its upper opening functions as a tension member insertion hole 43 for inserting the tension member 41 inserted into the anchor hole 21 as shown in FIG. Then, the tension member insertion hole 43 and the tension member 4
1 is a sealing member 4 made of porous foam such as sponge.
It is sealed with 5.
【0021】図示するように、本実施例に於ける引張り
材41は、複数本束ねたPC鋼線41aをポリエチレン
製の波管41bで被覆した構造となっており、上記シー
ル部材45は、アンカー孔21内に挿入した引張り材4
1を引張り材挿入孔43に挿入させて加圧養生装置23
を設置したとき、当該引張り材41とテーパ管39の内
周をシールできるように予め波管41bの外周の所定位
置に巻回されている。尚、斯かるシール部材45はテー
パ管39の引張り材挿入孔43の内周に取り付けておく
ことも可能であるが、引張り材41を引張り材挿入孔4
3に挿入したときに剥がれる虞があるため、本実施例の
如く波管41bの外周に巻回しておくことが好ましい。
As shown in the figure, the tension member 41 in this embodiment has a structure in which a plurality of PC steel wires 41a bundled with each other are covered with a corrugated tube 41b made of polyethylene, and the sealing member 45 is an anchor. Tensile member 4 inserted in the hole 21
1 is inserted into the tension member insertion hole 43, and the pressure curing device 23
Is installed in advance at a predetermined position on the outer circumference of the wave tube 41b so that the inner circumferences of the pulling member 41 and the tapered tube 39 can be sealed. The seal member 45 may be attached to the inner circumference of the pulling material insertion hole 43 of the tapered tube 39, but the pulling material 41 may be replaced by the pulling material 41.
Since it may be peeled off when it is inserted in 3, the coil tube 41b is preferably wound around the outer circumference as in the present embodiment.
【0022】そして、上記シール部材45は、図2,図
5及び図6に示すように、上記立上げ管38から注入さ
れたセメントミルクSがアンカー孔21、そして、円筒
管25やテーパ管39内に充填されるに従い、引張り材
挿入孔43側へ移動するようになっている。
As shown in FIGS. 2, 5 and 6, the seal member 45 has the anchor milk 21, the cylindrical milk 25 injected from the rising pipe 38, the cylindrical pipe 25 and the tapered pipe 39. As it is filled inside, it moves to the tension member insertion hole 43 side.
【0023】即ち、アンカー孔21内には、削孔時の洗
浄水やセメントミルクSのブリージング水等が溜まって
おり、立上げ管38からアンカー孔21内にセメントミ
ルクSが注入充填されると、セメントミルクSは比重が
約1.8程度あるので、図2に示すようにセメントミル
クSがアンカー孔21内の空気Aや水Wの下部に置き変
わることとなる。そして、セメントミルクSがアンカー
孔21や円筒管25,テーパ管39内に充填されるに従
い、図2及び図5に示すように空気Aや水Wが上記シー
ル部材45から外部に排出され、セメントミルクSによ
ってシール部材45は引張り材挿入孔43側へ押し上げ
られる。そして、図6の如くセメントミルクSがアンカ
ー孔21内及び加圧養生装置23内に完全に充填される
と、シール部材45は引張り材挿入孔43でテーパ管3
9と引張り材41との間で押し縮められ、更に、セメン
トミルクSで目詰まりを生じて加圧養生装置23内を完
全にシールするようになっている。
That is, in the anchor hole 21, cleaning water at the time of drilling, breathing water of the cement milk S, etc. are accumulated, and when the cement milk S is injected and filled into the anchor hole 21 from the rising pipe 38. Since the cement milk S has a specific gravity of about 1.8, the cement milk S is replaced with the lower part of the air A or the water W in the anchor hole 21 as shown in FIG. Then, as the cement milk S is filled in the anchor hole 21, the cylindrical pipe 25, and the tapered pipe 39, the air A and the water W are discharged from the seal member 45 to the outside as shown in FIGS. 2 and 5. The seal member 45 is pushed up by the milk S toward the pulling member insertion hole 43 side. When the cement milk S is completely filled in the anchor hole 21 and the pressure curing device 23 as shown in FIG.
9 and the tension member 41 are compressed, and the cement milk S is clogged to completely seal the inside of the pressure curing device 23.
【0024】本実施例に係る加圧養生装置23はこのよ
うに構成されており、次に、当該加圧養生装置23を用
いた本発明方法の一実施例を説明する。先ず、従来と同
様、鋼矢板等を用いて掘削域を取り囲むように壁体を形
成した後、地下部の掘削が安全に行えるように掘削域に
井戸を設けて地下水を揚水し、掘削域の水位を強制的に
下げる。そして、地下部の掘削を終えると、図1の如く
根切り床17に捨てコン15を打設し、削孔機で地盤に
アンカー孔21を削孔する。そして、上記引張り材41
の外周にシール部材45を巻回した後、図2の如く引張
り材41をアンカー孔21内に挿入する。
The pressure curing apparatus 23 according to this embodiment is constructed in this way. Next, one embodiment of the method of the present invention using the pressure curing apparatus 23 will be described. First, as in the past, after forming a wall body surrounding the excavation area using steel sheet pile, etc., a well is provided in the excavation area to pump underground water so that underground excavation can be performed safely, and the excavation area Forcibly lower the water level. Then, after excavation of the underground portion, as shown in FIG. 1, the discarding conical 15 is placed in the root cutting floor 17, and the anchor hole 21 is drilled in the ground by the boring machine. Then, the tension member 41
After the seal member 45 is wound around the outer periphery of the anchor, the tension member 41 is inserted into the anchor hole 21 as shown in FIG.
【0025】次いで、図2に示すように、テーパ管39
の引張り材挿入孔43に上記引張り材41を挿入させ乍
ら、アンカー孔口21aにパッキン部材33を介して固
定板33を固定して加圧養生装置23を捨てコン15上
に設置し、シール部材45でテーパ管39と引張り材4
1との間をシールする。尚、立上げ管38は予め接続管
29から取り外しておき、加圧養生装置23の設置と同
時に接続管29に接続すればよい。
Then, as shown in FIG.
The tension member 41 is inserted into the tension member insertion hole 43, the fixing plate 33 is fixed to the anchor hole port 21a through the packing member 33, and the pressure curing device 23 is disposed on the waste container 15 and sealed. The member 45 is the taper pipe 39 and the tension member 4
Seal between 1 and 1. The riser pipe 38 may be removed from the connection pipe 29 in advance and connected to the connection pipe 29 at the same time when the pressure curing device 23 is installed.
【0026】この後、図2及び図5に示すように、アン
カー孔21内の空気Aや水Wをシール部材45を介して
外部に排出し乍ら、立上げ管38からセメントミルクS
をアンカー孔21内及び加圧養生装置23内に注入充填
する。セメントミルクSの注入充填によって、シール部
材45は引張り材挿入孔43側へ押し上げられ、そし
て、図6の如くセメントミルクSがアンカー孔21内及
び加圧養生装置23内に完全に充填されると、テーパ管
39が引張り材挿入孔43側に順次テーパ状に形成され
ているために、シール部材45が引張り材挿入孔43で
テーパ管39と引張り材41との間で押し縮められてセ
メントミルクSで目詰まりを生じ、その結果、加圧養生
装置23内が完全にシールされることとなる。
Thereafter, as shown in FIGS. 2 and 5, the air A and the water W in the anchor hole 21 are discharged to the outside through the seal member 45, and the cement milk S is discharged from the rising pipe 38.
Is injected and filled into the anchor hole 21 and the pressure curing device 23. By injecting and filling the cement milk S, the seal member 45 is pushed up to the tension member insertion hole 43 side, and when the cement milk S is completely filled in the anchor hole 21 and the pressure curing device 23 as shown in FIG. Since the taper pipe 39 is sequentially tapered toward the pulling material insertion hole 43 side, the sealing member 45 is compressed between the taper pipe 39 and the pulling material 41 at the pulling material insertion hole 43 and cement milk Clogging occurs at S, and as a result, the inside of the pressure curing device 23 is completely sealed.
【0027】而して、本実施例は、斯様にセメントミル
クSでアンカー孔21内及び加圧養生装置23内を完全
に充填した後、立上げ管38内へセメントミルクSを補
充充填して、立上げ管38内のセメントミルクSの高さ
とセメントミルクSの比重により生ずる加圧水頭を維持
し乍ら、この加圧水頭によってアンカー孔21内のセメ
ントミルクSの加圧養生を行うものである。
In this embodiment, the cement milk S is completely filled in the anchor hole 21 and the pressure curing device 23, and then the rising pipe 38 is supplemented with the cement milk S. While maintaining the pressure head generated by the height of the cement milk S in the riser pipe 38 and the specific gravity of the cement milk S, the pressure head cures the cement milk S in the anchor hole 21. .
【0028】これを図7に基づいて詳細に説明すると、
掘削域に造成するアンカー47の定着部Mの地盤49が
透水性地盤であって、壁体外側の地下水位Nが施工面P
よりも上方にあると、上述したように、壁体外側の地下
水位Nとの水頭差によりアンカー孔21内に壁体の外側
と同等の圧力の水が流入してしまう。
This will be described in detail with reference to FIG.
The ground 49 of the anchoring portion M of the anchor 47 formed in the excavation area is the permeable ground, and the groundwater level N outside the wall is the construction surface P.
If it is above the wall body, as described above, water having the same pressure as the outside of the wall body flows into the anchor hole 21 due to the head difference from the groundwater level N on the outer side of the wall body.
【0029】そこで、少なくとも、定着部Lのセメント
ミルクSの希釈,流出を防止するため、 rw ×H1 ≦ rc ×(H2 +H3 ) 但し、H1 :流入水の圧力水頭 H2 :施工位置から定着部上部までの距離 H3 :立上げ管内のセメントミルクの立上げ高さ rw :水の比重(=1) rc :セメントミルクの比重 の式から、定着部Lの上部に於て、アンカー孔21への
流入水の圧力とセメントミルクSの圧力のバランスをと
るための立上げ管38内のセメントミルクSの立上げの
高さとして、 H3 ≧(H1 /rc )−H2 の式が導かれる。
Therefore, in order to prevent at least dilution and outflow of the cement milk S in the fixing part L, r w × H 1 ≤r c × (H 2 + H 3 ) where H 1 : inflow water pressure head H 2 : Distance from the construction position to the upper part of the fixing part H 3 : The rising height of the cement milk in the rising pipe r w : Specific gravity of water (= 1) r c : From the formula of the specific gravity of the cement milk, the upper part of the fixing part L At this time, as a rising height of the cement milk S in the rising pipe 38 for balancing the pressure of the water flowing into the anchor hole 21 and the pressure of the cement milk S, H 3 ≧ (H 1 / r c) wherein the -H 2 is derived.
【0030】即ち、立上げ管38からアンカー孔21内
にセメントミルクSを注入充填した後、立上げ管38内
に、(H1 /rc )−H2 以上の高さとなるようにセメ
ントミルクSを注入充填し、セメントミルクSが硬化す
るまでこの高さを維持してセメントミルクSを補充充填
すれば、流入水による定着部LのセメントミルクSの希
釈,流出を防止できることとなる。
That is, after the cement milk S is injected and filled from the start-up pipe 38 into the anchor hole 21, the cement milk is filled in the start-up pipe 38 so that the height becomes (H 1 / r c ) −H 2 or more. If S is injected and filled, and the cement milk S is replenished and filled while maintaining this height until the cement milk S hardens, it is possible to prevent the cement milk S from diluting and flowing out of the fixing portion L due to inflow water.
【0031】そこで、本発明方法の実施例は、アンカー
孔21内の空気Aや水Wをシール部材45を介して外部
に排出し乍ら、立上げ管38からセメントミルクSを注
入充填し、そして、図6の如くセメントミルクSをアン
カー孔21内及び加圧養生装置23内に完全に充填して
シール部材45で加圧養生装置23内を完全にシールし
た後、透明な立上げ管38内のセメントミルクSの立上
げ高さH3 を外部から確認して、セメントミルクSが硬
化するまで、立上げ管38内のセメントミルクSの立上
げ高さH3 が(H1 /rc )−H2 以上の高さとなるよ
うにセメントミルクSを補充充填して、その高さH3
維持する。
Therefore, in the embodiment of the method of the present invention, the air A and the water W in the anchor hole 21 are discharged to the outside through the seal member 45, and the cement milk S is injected and filled from the riser pipe 38, Then, as shown in FIG. 6, the cement milk S is completely filled in the anchor hole 21 and the pressure curing device 23, and the inside of the pressure curing device 23 is completely sealed by the seal member 45. check the startup height H 3 of the cement milk S of the inner external, to cement milk S is hardened, startup height H 3 of the cement milk S of startup pipe 38 (H 1 / r c ) supplemented filled with cement milk S such that -H 2 or more height, maintains its height H 3.
【0032】而して、セメントミルクSが硬化した後、
立上げ管38を取り外し、捨てコン15上に基礎コンク
リートを打設して円筒管25やテーパ管39を基礎コン
クリート内に埋没させて、次の作業工程に移行すればよ
い。
After the cement milk S has hardened,
It is sufficient to remove the riser pipe 38, place the basic concrete on the waste concrete 15 to bury the cylindrical pipe 25 and the taper pipe 39 in the basic concrete, and move to the next work step.
【0033】このように、本実施例に係るセメントミル
クの加圧養生方法は、掘削域を取り囲むように壁体を設
け、当該掘削域の地下水位を根切り床17以下に下げて
掘削を行った後、根切り床17に捨てコン15を打ち、
削孔機で地盤19にアンカー孔21を削孔してアンカー
孔21内に引張り材41を挿入し、そして、加圧養生装
置23を捨てコン15上にパッキン部材33を介して取
り付け、この後、アンカー孔21内の空気Aや水Wをシ
ール部材45を介して外部に排出し乍ら、立上げ管38
から接続管29をアンカー孔21及び加圧養生装置23
内に注入充填し、引張り材挿入孔43と引張り材41と
の間をシール部材45でシールした後、立上げ管38内
のセメントミルクSの立上げ高さH3 を外部から確認し
て、セメントミルクSが硬化するまで立上げ管38内の
セメントミルクSの立上げ高さH 3 を、上記式で算出し
た所定値以上の高さとなるようにセメントミルクSを補
充充填して、立上げ管38内のセメントミルクSの立上
げ高さH3 とセメントミルクSの比重により生ずる加圧
水頭でセメントミルクSの加圧養生を行うようにしたの
で、本実施例によれば、少なくとも、流入水による定着
部MのセメントミルクSの希釈,流出を防止することが
可能となった。
Thus, the cement mill according to this embodiment
The method of pressurizing and curing the wall is to install a wall around the excavation area.
Lower the groundwater level in the excavation area below the root cutting floor 17
After excavation, throw it away in the root cutting floor 17 and hit the con 15
Anchor hole 21 is drilled in the ground 19 with a hole drilling machine and anchored
Insert the tension member 41 into the hole 21 and pressurize and cure.
The container 23 is discarded, and the container 23 is removed via the packing member 33.
And then air A and water W in the anchor hole 21
The discharge pipe 45 is discharged to the outside through the starter pipe 38.
From the connecting pipe 29 to the anchor hole 21 and the pressure curing device 23.
It is injected and filled into the inside of the tension member insertion hole 43 and the tension member 41.
After sealing the space with the seal member 45, the inside of the rising pipe 38
Cement milk S startup height H3From the outside
In the start-up pipe 38 until the cement milk S hardens.
Cement milk S startup height H 3Is calculated by the above formula
Cement milk S is supplemented so that the height is above a specified value.
Filling and filling up the cement milk S in the riser pipe 38
Height H3Caused by the specific gravity of cement and cement milk S
Cement milk S was pressure cured at the water head
Therefore, according to the present embodiment, at least the fixing by the inflow water is performed.
To prevent dilution and outflow of cement milk S in part M
It has become possible.
【0034】又、本発明の一実施例に係る上記加圧養生
装置23によれば、構造が簡単で作業性に優れ、上記発
明方法を容易に実施することが可能である。尚、アンカ
ー孔口の地盤が砂等の崩壊質地盤である場合、アンカー
孔口地盤の崩壊によって捨てコンの背面地盤が弛み、セ
メントミルクを注入充填するとセメントミルクが逸散し
てしまう場合がある。
Further, according to the pressure curing apparatus 23 according to the embodiment of the present invention, the structure is simple and the workability is excellent, and the method of the invention can be easily carried out. If the ground of the anchor hole mouth is a collapsible ground such as sand, the back ground of the discarded concrete may be loosened due to the collapse of the anchor hole mouth ground, and the cement milk may escape when cement milk is injected and filled. .
【0035】そこで、削孔機によるアンカー孔の本削孔
に先立ち、初期削孔によって地盤に図8の如きアンカー
孔口21aの周縁部を保護する環状フランジ51を設け
たガイドパイプ53が挿入可能なアンカー孔を形成し、
当該アンカー孔内にガイドパイプ53を挿入して、アン
カー孔21の本削孔の際に、アンカー孔口21aを当該
ガイドパイプ53の環状フランジ51で保護する方法を
とることにより、セメントミルクSの逸散を防止できる
こととなる。
Therefore, prior to the main drilling of the anchor hole by the drilling machine, the guide pipe 53 having the annular flange 51 for protecting the peripheral portion of the anchor hole mouth 21a as shown in FIG. 8 can be inserted into the ground by the initial drilling. Form an anchor hole,
By inserting the guide pipe 53 into the anchor hole and protecting the anchor hole opening 21a with the annular flange 51 of the guide pipe 53 during the main drilling of the anchor hole 21, the cement milk S Dispersion can be prevented.
【0036】又、上記発明方法及び装置の実施例に於け
る引張り材41は、複数本束ねたPC鋼線41aをポリ
エチレン製の波管41bで被覆した構造であるから、波
管41bの外周にシール部材45を取り付けることによ
り、引張り材41と引張り材挿入孔43との間のシール
が可能であるが、上述の如き波管41bでPC鋼線を被
覆せずに、単にPC鋼線を複数本束ねた引張り材を用い
る場合には、各PC鋼線毎にシール部材を巻回してそれ
らの隙間をシール部材した後、束ねたPC鋼線の外周を
更にシール部材で覆った構造とする必要がある。
Further, the tension member 41 in the embodiment of the above-mentioned method and apparatus has a structure in which a plurality of bundled PC steel wires 41a are covered with a polyethylene wave tube 41b, so that the outer circumference of the wave tube 41b is By attaching the seal member 45, the tension member 41 and the tension member insertion hole 43 can be sealed, but a plurality of PC steel wires can be simply used without covering the PC steel wire with the wave tube 41b as described above. When using the bundled tension member, it is necessary to wind a seal member for each PC steel wire to seal the gap between them and then to cover the outer periphery of the bundled PC steel wire with a seal member. There is.
【0037】而して、斯かる構造の引張り材を使用して
も、上記実施例と同様、所期の目的を達成することが可
能である。
Even if the tensile member having such a structure is used, the intended purpose can be achieved as in the above-mentioned embodiment.
【0038】[0038]
【発明の効果】以上述べたように、請求項1に係る硬化
材の加圧養生方法によれば、少なくとも流入水による定
着部の硬化材の希釈,流出を防止することが可能であ
り、又、請求項2に係る加圧養生方法によれば、アンカ
ー孔口の地盤が砂等の崩壊質地盤である場合に、アンカ
ー孔口地盤の崩壊による硬化材の逸散を防止できる利点
を有する。
As described above, according to the hardening curing method of the hardening material according to the first aspect, it is possible to prevent at least the hardening material from diluting and flowing out of the fixing portion due to the inflowing water. According to the pressure curing method of the second aspect, when the ground at the anchor hole mouth is a collapsible ground such as sand, there is an advantage that the hardened material can be prevented from escaping due to the collapse of the anchor hole mouth ground.
【0039】そして、請求項3に係る加圧養生装置23
によれば、構造が簡単で作業性に優れ、請求項1及び請
求項2記載の加圧養生方法を容易に実施することが可能
である。
The pressure curing device 23 according to the third aspect.
According to this, the structure is simple and the workability is excellent, and it is possible to easily carry out the pressure curing method according to the first and second aspects.
【0040】又、請求項4に係る加圧養生装置によれ
ば、硬化材がアンカー孔内及び加圧養生装置内に完全に
充填されたとき、シール部材が引張り材挿入孔で押し縮
められて硬化材で目詰まりを生じ、その結果、加圧養生
装置内が完全にシールできる利点を有し、更に、請求項
5によれば、立上げ管内の硬化材の補充充填に当たり、
硬化材の立上げ高さを外部から容易に確認することがで
きる利点を有する。
Further, according to the pressure curing apparatus of the fourth aspect, when the hardening material is completely filled in the anchor hole and the pressure curing apparatus, the sealing member is compressed by the tension material insertion hole. The hardening material causes clogging, and as a result, there is an advantage that the inside of the pressure curing device can be completely sealed. Further, according to claim 5, upon supplementary filling of the hardening material in the rising pipe,
This has an advantage that the rising height of the hardened material can be easily confirmed from the outside.
【図面の簡単な説明】[Brief description of drawings]
【図1】本発明の一実施例に係る加圧養生装置の側面図
である。
FIG. 1 is a side view of a pressure curing device according to an embodiment of the present invention.
【図2】立上げ管からセメントミルクを注入充填してい
る状態を示す加圧養生装置の断面図である。
FIG. 2 is a cross-sectional view of a pressure curing device showing a state where cement milk is injected and filled from a riser pipe.
【図3】固定板の平面図である。FIG. 3 is a plan view of a fixing plate.
【図4】図1に示す加圧養生装置の平面図である。FIG. 4 is a plan view of the pressure curing device shown in FIG.
【図5】立上げ管からセメントミルクを注入充填してい
る状態を示す加圧養生装置の断面図である。
FIG. 5 is a cross-sectional view of the pressure curing device showing a state where cement milk is injected and filled from a riser pipe.
【図6】セメントミルクの注入充填充填を終えた状態を
示す加圧養生装置の断面図である。
FIG. 6 is a cross-sectional view of the pressure curing device showing a state in which the filling and filling of cement milk has been completed.
【図7】本発明に係る加圧養生方法に於ける立上げ管内
の硬化材の立上げ高さを求める説明図である。
FIG. 7 is an explanatory diagram for obtaining the rising height of the hardening material in the rising pipe in the pressure curing method according to the present invention.
【図8】本発明方法の第二実施例に於ける加圧養生装置
の断面図である。
FIG. 8 is a sectional view of a pressure curing device in a second embodiment of the method of the present invention.
【図9】アンカー造成による建物全体の安定工法を示す
説明図である。
FIG. 9 is an explanatory view showing a stable construction method for the entire building by creating an anchor.
【図10】地下部に於ける従来のアンカー造成方法の概
略説明図である。
FIG. 10 is a schematic explanatory diagram of a conventional anchor construction method in an underground portion.
【符号の説明】[Explanation of symbols]
15 捨てコン 21 アンカー孔 23 加圧養生装置 25 円筒管 31 固定板 33 パッキン部材 38 立上げ管 39 テーパ管 41 引張り材 43 引張り材挿入孔 45 シール部材 51 環状フランジ 53 ガイドパイプ 15 Discarded Con 21 anchor hole 23 Pressure curing device 25 cylindrical tube 31 Fixed plate 33 Packing member 38 Start-up pipe 39 Taper tube 41 Tensile material 43 Tension material insertion hole 45 Seal member 51 annular flange 53 Guide pipe

Claims (5)

    【特許請求の範囲】[Claims]
  1. 【請求項1】 掘削域を取り囲むように壁体を設け、当
    該掘削域の地下水位を地下水位低下工法で根切り床以下
    に下げて掘削を行った後、根切り床に捨てコンクリート
    を打ち、削孔機で地盤にアンカー孔を削孔してこのアン
    カー孔内に引張り材を挿入し、次いで、引張り材挿入孔
    及び立上げ管取付口が形成されたカバー部材でアンカー
    孔口をパッキン部材を介して覆い、引張り材挿入孔と引
    張り材との間又は引張り材相互間と引張り材挿入孔との
    間を多孔質発泡体で成形されたシール部材でシールする
    と共に、カバー部材の立上げ管取付口に立上げ管をアン
    カー孔口より立ち上げて挿着し、アンカー孔内及びカバ
    ー部材内の空気や水を上記シール部材を介して外部に排
    出し乍ら立上げ管から硬化材をアンカー孔内及びカバー
    部材内に注入充填し、この後、立上げ管内の硬化材を補
    充充填して立上げ管内の硬化材の高さと硬化材の比重に
    より生ずる加圧水頭を維持し乍ら、当該加圧水頭によっ
    て硬化材の加圧養生を行うようにしたことを特徴とする
    アンカー造成に於ける硬化材の加圧養生方法。
    1. A wall is provided so as to surround the excavation area, the groundwater level in the excavation area is lowered to below the root cutting floor by the groundwater level lowering method, and then excavated. Anchor holes are drilled in the ground with a hole drilling machine, and tension members are inserted into the anchor holes.Next, the anchor member holes are packed with packing members by a cover member in which tension member insertion holes and riser mounting holes are formed. And seal between the tensile material insertion holes or between the tensile materials or between the tensile materials and between the tensile material insertion holes with a sealing member made of a porous foam, and at the same time, install a cover member rising pipe. Insert the start-up pipe into the opening from the anchor hole and insert air into the anchor hole and the cover member to the outside through the sealing member. Inject and fill inside and cover member After that, the hardening material in the riser pipe is replenished and filled to maintain the pressure head generated by the height of the hardening material and the specific gravity of the hardening material in the riser pipe, and the pressure hardening of the hardening material is performed by the pressure head. A method of pressure curing a hardening material in forming an anchor characterized by the above.
  2. 【請求項2】 削孔機によるアンカー孔の本削孔に先立
    ち、初期削孔によって地盤にアンカー孔口の周縁部を保
    護する環状フランジを設けたガイドパイプが挿入可能な
    アンカー孔を形成し、当該アンカー孔内にガイドパイプ
    を挿入して、アンカー孔の本削孔の際にアンカー孔口を
    当該ガイドパイプの環状フランジで保護するようにした
    ことを特徴とする請求項1記載のアンカー造成に於ける
    硬化材の加圧養生方法。
    2. An anchor hole into which a guide pipe provided with an annular flange for protecting the peripheral edge portion of the anchor hole opening is formed in the ground by initial drilling prior to the main drilling of the anchor hole by the hole drilling machine, The guide pipe is inserted into the anchor hole so that the anchor hole opening is protected by the annular flange of the guide pipe when the anchor hole is actually drilled. Curing method for hardened materials in.
  3. 【請求項3】 地盤に削孔されたアンカー孔に挿入する
    引張り材の引張り材挿入孔及び立上げ管取付口が形成さ
    れ、アンカー孔口を覆ってアンカーの施工位置表面に取
    り付くカバー部材と、アンカーの施工位置表面と当該カ
    バー部材とをシールするパッキン部材と、上記立上げ管
    取付口にアンカー孔口より立ち上げて着脱自在に挿着さ
    れ、アンカー孔内及びカバー部材内に硬化材を注入充
    填,補充充填する立上げ管と、引張り材挿入孔と引張り
    材との間又は引張り材相互間と引張り材挿入孔との間を
    シールする多孔質発泡体で成形されたシール部材と、か
    らなることを特徴とするアンカー造成に於ける硬化材の
    加圧養生装置。
    3. A cover member for forming a tension member insertion hole of a tension member to be inserted into an anchor hole drilled in the ground and a riser pipe mounting opening, and covering the anchor hole opening and attaching to a surface of a working position of the anchor. A packing member that seals the surface where the anchor is installed and the cover member, and is detachably inserted into the start-up pipe attachment opening from the anchor hole opening, and a hardening material is injected into the anchor hole and the cover member. Filling and refilling, a rising pipe, and a sealing member formed of a porous foam material that seals between the tensile member insertion holes and the tensile members or between the tensile members and the tensile member insertion holes. A hardening and curing device for hardening material in forming an anchor.
  4. 【請求項4】 カバー部材は、引張り材挿入孔に向かっ
    て順次テーパ状に形成されていることを特徴とする請求
    項3記載のアンカー造成に於ける硬化材の加圧養生装
    置。
    4. The pressure curing device for hardening material in the anchor construction according to claim 3, wherein the cover member is formed in a taper shape in order toward the pulling material insertion hole.
  5. 【請求項5】 立上げ管は、立上げ管内の硬化材の立上
    げ高さが外部から確認できる透明管で成形されているこ
    とを特徴とする請求項3又は請求項4記載のアンカー造
    成に於ける硬化材の加圧養生装置。
    5. The anchor construction according to claim 3 or 4, wherein the riser pipe is formed of a transparent pipe from which the rise height of the hardened material in the riser pipe can be confirmed from the outside. Curing material pressure curing device.
JP17402491A 1991-07-15 1991-07-15 Pressure curing method and equipment for hardening material in anchor formation Expired - Lifetime JP2874068B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP17402491A JP2874068B2 (en) 1991-07-15 1991-07-15 Pressure curing method and equipment for hardening material in anchor formation

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP17402491A JP2874068B2 (en) 1991-07-15 1991-07-15 Pressure curing method and equipment for hardening material in anchor formation

Publications (2)

Publication Number Publication Date
JPH0517940A true JPH0517940A (en) 1993-01-26
JP2874068B2 JP2874068B2 (en) 1999-03-24

Family

ID=15971307

Family Applications (1)

Application Number Title Priority Date Filing Date
JP17402491A Expired - Lifetime JP2874068B2 (en) 1991-07-15 1991-07-15 Pressure curing method and equipment for hardening material in anchor formation

Country Status (1)

Country Link
JP (1) JP2874068B2 (en)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100899372B1 (en) * 2007-07-13 2009-05-26 김정인 Connection method of micropile cap to existing concrete footing structure, reinforced method using same and structure thereof

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100899372B1 (en) * 2007-07-13 2009-05-26 김정인 Connection method of micropile cap to existing concrete footing structure, reinforced method using same and structure thereof

Also Published As

Publication number Publication date
JP2874068B2 (en) 1999-03-24

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