JPH01190821A - Anchor method - Google Patents
Anchor methodInfo
- Publication number
- JPH01190821A JPH01190821A JP1547588A JP1547588A JPH01190821A JP H01190821 A JPH01190821 A JP H01190821A JP 1547588 A JP1547588 A JP 1547588A JP 1547588 A JP1547588 A JP 1547588A JP H01190821 A JPH01190821 A JP H01190821A
- Authority
- JP
- Japan
- Prior art keywords
- tension member
- tip
- casing
- hole
- drilling
- 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
Links
- 238000000034 method Methods 0.000 title description 4
- 239000000463 material Substances 0.000 claims description 46
- 238000010276 construction Methods 0.000 claims description 9
- 229910000831 Steel Inorganic materials 0.000 abstract description 9
- 239000010959 steel Substances 0.000 abstract description 9
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 abstract description 3
- 230000001681 protective effect Effects 0.000 abstract description 3
- 239000004570 mortar (masonry) Substances 0.000 abstract description 2
- 239000011435 rock Substances 0.000 abstract 3
- 238000004873 anchoring Methods 0.000 abstract 2
- 239000003795 chemical substances by application Substances 0.000 abstract 2
- 238000000926 separation method Methods 0.000 abstract 1
- 238000005553 drilling Methods 0.000 description 19
- 239000012779 reinforcing material Substances 0.000 description 10
- 238000003780 insertion Methods 0.000 description 8
- 230000037431 insertion Effects 0.000 description 8
- 238000002347 injection Methods 0.000 description 6
- 239000007924 injection Substances 0.000 description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 6
- 239000007788 liquid Substances 0.000 description 4
- 239000000853 adhesive Substances 0.000 description 3
- 230000001070 adhesive effect Effects 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 238000003860 storage Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000002184 metal Substances 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 239000006061 abrasive grain Substances 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 230000035987 intoxication Effects 0.000 description 1
- 231100000566 intoxication Toxicity 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000007747 plating Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 238000004381 surface treatment Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
Description
【発明の詳細な説明】
〔産業上の利用分野〕
本発明は、帯状引張り材を用いるアンカー工法に関する
。DETAILED DESCRIPTION OF THE INVENTION [Industrial Field of Application] The present invention relates to an anchor construction method using a band-shaped tensile material.
この種のアンカー工法は、土留めや建造物の浮き上り防
止等のために汎用されている。また、方式として、定着
(永久)、除去(仮設)、再加圧(永久)方式があるが
、その引張り材としては、PC鋼棒、PC鋼より線が用
いられている。This type of anchor construction method is widely used for earth retaining and prevention of structures from floating up. Furthermore, there are fixation (permanent), removal (temporary), and repressurization (permanent) methods, and the tensile material used is a PC steel rod or a PC steel stranded wire.
しかし、従来工法における引張り材は、鋼棒または鋼よ
り線と硬化材との付着力に頼っているが、接触面積が小
さく、十分な付着力が得られない。However, the tensile material in conventional construction methods relies on the adhesive force between the steel rod or steel strand and the hardened material, but the contact area is small and sufficient adhesive force cannot be obtained.
したがって、付着力を大きくするためには、定着長を長
く採らなければならず、その分引張材長および硬化材使
用量が増し、不経済である。また、アンカー−本ごとの
耐力が十分でないので、数多くのアンカーを設けなけれ
ばならず、施工の点でも工費が嵩む。さらに斜面安定の
ために斜挿入などの場合に、土圧を受ける面積が小さく
、土圧に対する耐抗力が小さく、地すべり等に対して十
分でないものであった。Therefore, in order to increase the adhesion force, the fixing length must be increased, which increases the length of the tensile material and the amount of hardening material used, which is uneconomical. Furthermore, since the strength of each anchor is not sufficient, a large number of anchors must be provided, which increases construction costs. Furthermore, in the case of diagonal insertion to stabilize a slope, the area subject to earth pressure is small, and the resistance to earth pressure is small, making it insufficient to prevent landslides and the like.
そこで、本発明の主たる目的は、引張り材と硬化材との
接触面積が大きく、定着力および緊張時の耐力が高まり
、しかも定着部が強固に地山に定着されるアンカー工法
を提供することにある。Therefore, the main object of the present invention is to provide an anchor construction method in which the contact area between the tensile material and the hardening material is large, the anchorage force and proof stress during tension are increased, and the anchorage part is firmly anchored to the ground. be.
前記問題点を解決するための本発明は、扁平状の削孔を
形成するとともに、その削孔内に厚みが0.6〜20m
、幅が59mm以上の帯状引張り材を挿入し、この引張
り材の先端部を充填した硬化材により地山に定着し、硬
化材の硬化後、前記引張り材を緊張し、地山表面に定着
することを特徴とするものである。In order to solve the above problems, the present invention forms a flat hole and has a thickness of 0.6 to 20 m in the hole.
A band-shaped tensile material with a width of 59 mm or more is inserted, and the tip of this tensile material is fixed to the ground by a hardening material filled with it, and after the hardening material is hardened, the tensioning material is tightened and fixed to the surface of the ground. It is characterized by this.
本発明では、引張り材として帯状材を用いているので、
単位断面積当りの比較の下で、鋼棒や鋼より線を用いる
場合に比較して、硬化材との接触面積が大きく、短い定
着長をもって十分な付着力が得られ、硬化材使用量を滅
しることができ、かつ同断面積当りにおいて綱材の方が
安価であることもあって、使用材料費が安くなる。In the present invention, since a strip material is used as the tensile material,
Based on a comparison per unit cross-sectional area, the contact area with the hardened material is larger than when using steel rods or steel stranded wires, and sufficient adhesive force can be obtained with a short anchorage length, reducing the amount of hardened material used. The cost of materials used is lower because ropes can be used more easily and are cheaper per the same cross-sectional area.
接触面積が大きいことは、緊張時の耐抗力が大きくなる
ことを意味し、十分な緊張力を与えることができる。さ
らに、斜挿入時、土圧を受ける面積が大きいので、地ず
ベリ時などにおいて、変形が小さいアンカーを設置でき
る。A large contact area means that the resistance force under tension becomes large, and sufficient tension force can be applied. Furthermore, since the area subject to earth pressure during oblique insertion is large, it is possible to install an anchor that is less deformed during ground leveling.
以下本発明を図面を参照しながらさらに詳説する。 The present invention will be explained in more detail below with reference to the drawings.
本発明では、第2図に示すように、引張り材として鋼板
等からなる帯状引張り材Iを用いる。この場合の厚みt
としては、0.6〜’lQ*m、特に好ましくは1〜1
0龍のものが用いられ、幅Wは50龍以上、特には10
0酊以上のものが用いられ、上限は300鶴、場合によ
り1000mまでとされる。長さしとしては、種々のも
のが用いられるが、施工を斜面上で行うことによる施工
性や設置機の制約から、最長は10m程度とされる。In the present invention, as shown in FIG. 2, a strip tension material I made of a steel plate or the like is used as the tension material. Thickness t in this case
0.6 to 'lQ*m, particularly preferably 1 to 1
0 dragon is used, and the width W is 50 dragon or more, especially 10 dragon
Those with 0 or more intoxication are used, and the upper limit is 300 cranes, and in some cases up to 1000 meters. Various lengths can be used, but the longest length is about 10 m due to ease of construction and restrictions on installation equipment due to construction being carried out on a slope.
さて、かかる帯状補強材1は、後述する挿入設置例に従
って、第1図のようにたとえば切取自然地山2斜面から
予想すべり線βをより深くまで挿入設置する。Now, according to an example of insertion and installation to be described later, the strip-shaped reinforcing material 1 is inserted and installed, for example, from the slope of the cut natural ground 2 to a deeper depth along the expected slip line β, as shown in FIG.
この挿入に際しては、引張り材1の先端を除いてシース
4により地山との縁切りを行っておく。During this insertion, the sheath 4 is used to cut off the edge of the tensile material 1 from the ground, except for the tip.
挿入後は、扁平な削孔Sの先端部にモルタルやセメント
ペースト等の硬化材6を充填し、引張り材1と他山との
定着を図る。硬化材6の硬化後、引張り材1を油圧ジヤ
ツキ等により緊張し、たとえば保護壁3上の台座7にク
サビ8を打ち込むことによって定着を図る。After insertion, the tip of the flat drilled hole S is filled with hardening material 6 such as mortar or cement paste to fix the tensile material 1 and other threads. After hardening of the hardening material 6, the tensioning material 1 is tensioned by a hydraulic jack or the like, and fixed by driving a wedge 8 into the pedestal 7 on the protective wall 3, for example.
引張り材は、第3図のように、斜挿入の場合、土圧に対
抗させるために、広幅面を上にする。As shown in Figure 3, when inserting the tension member at an angle, the wide side of the tension member faces upward to counteract earth pressure.
前記の引張り材の挿入態様および硬化材の充填態様に当
っては種々の方式を採用できる。Various methods can be employed for inserting the tensile material and filling the hardening material.
第4図〜第12図はケーシングを用いて削孔し、引張り
材1を挿入する例である。4 to 12 show examples in which a hole is drilled using a casing and the tensile material 1 is inserted.
これを説明すると、地山の斜面外にガイドセル10を足
場(図示せず)などに固定し、これにその長平方向に進
退するビューラー型やクルツブ型等のエアー式または油
圧式ハンマー11を設けておく。また、収納孔12aを
有する扁平角形のケーシング12内に帯状引張り材1を
挿入しておくとともに、ケーシング12の先端に、幅広
の山形先端シュー13を配置する。さらに、ケーシング
12の基端とハンマー110ンドとは、着脱自在に連結
ブラケット14を介して連結する。To explain this, a guide cell 10 is fixed to a scaffold (not shown) or the like outside the slope of the ground, and an air or hydraulic hammer 11 such as a Buehler type or Krutsub type that moves forward and backward in the long plane direction is installed on the guide cell 10. I'll keep it. Further, the band-shaped tensile material 1 is inserted into a flat rectangular casing 12 having a storage hole 12a, and a wide chevron-shaped tip shoe 13 is arranged at the tip of the casing 12. Furthermore, the proximal end of the casing 12 and the hammer 110 are removably connected via a connecting bracket 14.
他方、ケーシング12に、たとえば収納孔12aの両端
部に圧送管18,18を溶接や保持座19により固定し
、その基部の連結部18a、18aをケーシング12外
に導出しておき、高圧液たとえば高圧水Wの圧送源に接
続しておく。また、連結管18.18の先端には、カッ
プル20.20を介して噴出ノズル21.21を取付け
ておく。On the other hand, pressure feed pipes 18, 18 are fixed to the casing 12, for example, at both ends of the storage hole 12a, by welding or by a holding seat 19, and the connecting parts 18a, 18a at the base are led out of the casing 12, and high pressure liquid, e.g. Connect it to the pressure supply source of high-pressure water W. Furthermore, a jet nozzle 21.21 is attached to the tip of the connecting pipe 18.18 via a couple 20.20.
これら噴出ノズル21.21は、ケーシング12の先端
より前方に突出させ、先端シュー13の貫通孔13c、
、13cに挿入しておく。These jet nozzles 21.21 are made to protrude forward from the tip of the casing 12, and the through holes 13c of the tip shoe 13,
, 13c.
かかる圧入および打撃を伴う高圧水による穿孔挿入機を
用いて、予め補強材1をケーシング12内に挿入すると
ともに、補強材lの基部において着脱ビン15によりケ
ーシング12と連結し、ケーシング12は先端シュー1
3、後部の凹部13aに嵌合させ、さらに補強材1の先
端を先端シュー13の連結突部13bにおいて連結ピン
16により連結した状態で、ハンマー11によりケーシ
ング12の基端へハンマー力を与えるとともに、ハンマ
ーIIをガイドセル10に沿って前進させ、さらに高圧
水Wを噴出ノズル21.21から噴出させ地盤を切削し
ながら所定深度まで挿入する。The reinforcing material 1 is inserted into the casing 12 in advance using a punching and inserting machine using high-pressure water that involves press-fitting and impact, and the reinforcing material 1 is connected to the casing 12 by a removable pin 15 at the base of the reinforcing material 1, and the casing 12 is connected to the tip shoe. 1
3. Apply hammer force to the base end of the casing 12 with the hammer 11 while fitting the reinforcing member 1 into the rear recess 13a and connecting the tip of the reinforcing member 1 with the connecting pin 16 at the connecting protrusion 13b of the tip shoe 13. , the hammer II is advanced along the guide cell 10, and high-pressure water W is ejected from the ejection nozzles 21 and 21 to cut the ground and insert it to a predetermined depth.
その後、着脱ピン15を抜き、ハンマー11をガイドセ
ル10に沿って後退させ、ケーシング12、噴出ノズル
21.21および連結管18.18を引き抜き、補強材
1および先端シュー13を地山中に残す。Thereafter, the detachable pin 15 is pulled out, the hammer 11 is moved back along the guide cell 10, and the casing 12, the jet nozzle 21.21, and the connecting pipe 18.18 are pulled out, leaving the reinforcing material 1 and the tip shoe 13 in the ground.
引張り材1の削孔内には、硬化材6を注入充填し、地山
との付着力を確保する。実施例では、ケーシング12の
内部に注入管17を接続しておく。A hardening material 6 is injected into the hole of the tensile material 1 to ensure adhesion to the ground. In the embodiment, an injection pipe 17 is connected inside the casing 12.
この実施例に従うと、ケーシング12、補強材1および
先端シュー13の挿入設置が終了した後、斜面外から硬
化材Gを注入管17に供給して収納孔12a内に導きそ
の先端開口から注入する。この注入作業は、ケーシング
12の引抜過程で行うのが好ましいが、引抜完了間近の
ケーシング12がその引抜きに伴う空孔に臨んでいる状
態で行ってもよい。また、ケーシング12に注入管を付
設せず、ケーシングを引抜いた空孔に、別途注入ホース
を挿入し硬化材Gの注入を行ってもよい。According to this embodiment, after the insertion and installation of the casing 12, the reinforcing material 1, and the tip shoe 13 are completed, the hardening material G is supplied from outside the slope to the injection pipe 17, guided into the storage hole 12a, and injected from the tip opening thereof. . This injection work is preferably carried out during the process of drawing out the casing 12, but it may also be carried out in a state where the casing 12, which is about to be drawn out, is facing the hole caused by the drawing. Alternatively, the hardening material G may be injected by inserting a separate injection hose into the hole from which the casing is pulled out, without attaching an injection pipe to the casing 12.
上記例において先端シュー13を用いず、ケーシング先
端を盲または先細加工状態で盲にしておいても挿入は可
能であるが、実施例のように、補強材1の厚みより基端
の幅が厚い先端シュー13を用いると、他山が崩落しよ
うとするときにおける、帯状引張り材1の抵抗体として
作用し、硬化材Gの注入効果と相俟って、強固な緊張抵
抗体を構成できる。In the above example, insertion is possible even if the tip shoe 13 is not used and the tip of the casing is left blind or tapered, but as in the example, the width of the base end is thicker than the thickness of the reinforcing material 1. When the tip shoe 13 is used, it acts as a resistor for the band-shaped tensile material 1 when another mountain is about to collapse, and together with the injection effect of the hardening material G, a strong tension resistor can be constructed.
なお、本発明における帯状引張り材としては、鋼板のほ
か、他の金属板、付着力を高めるために縞金属板など表
面に凹凸を形成したもの、耐腐食性向上のためにメツキ
等の表面処理したもの等を用いることができる。In addition to steel plates, the band-shaped tensile material used in the present invention may include other metal plates, striped metal plates with irregularities formed on the surface to increase adhesion, and surface treatments such as plating to improve corrosion resistance. You can use the following.
上記例における高圧液としては、水のばか種々の液を用
いることができ、またその液中に穿孔力を高めるための
砥粒等の粒子を混入してもよい。As the high-pressure liquid in the above example, various liquids such as water can be used, and particles such as abrasive grains may be mixed into the liquid to increase the drilling power.
噴出圧力は、50kg/ant以上、特に200kg/
cnT以上が好ましい。噴出ノズル21の形態は第15
図のものでもよい。The ejection pressure is 50 kg/ant or more, especially 200 kg/ant.
cnT or more is preferable. The form of the jet nozzle 21 is the fifteenth one.
It may also be a diagram.
上記例では、先端シュー13を用いるため、噴出ノズル
21をケーシング12先端より前方に位置させたが、先
端シュー13を用いない場合などにおいでは、突出させ
る必要はない。In the above example, since the tip shoe 13 is used, the ejection nozzle 21 is positioned forward of the tip of the casing 12, but if the tip shoe 13 is not used, it is not necessary to protrude.
上記例において、削孔用高圧水を用いなくともよい。In the above example, it is not necessary to use high-pressure water for drilling.
また、削孔に当っては、回転衝撃式削孔機やスクリュー
オーガ式削孔機等を用いることもできる。Further, for drilling, a rotary impact type hole drill, a screw auger type hole drill, or the like can be used.
前者の例としては、第13図から第16図のものがある
。すなわち、架台30に移動台31および案内部材32
を設け、移動台31を架台30に固定したシリンダ33
のロンドに連結し、移動台31を架台30の結合部30
aに係合させながら前後進自在としておく。Examples of the former are shown in FIGS. 13 to 16. That is, the movable table 31 and the guide member 32 are mounted on the frame 30.
A cylinder 33 is provided with a movable table 31 fixed to the frame 30.
The movable table 31 is connected to the connecting portion 30 of the frame 30.
It is made to be able to freely move forward and backward while being engaged with a.
移動台31上には、保持体34を設け、この保持体34
と一体となったロッドチャック35.35゜35により
各削孔軸36A〜36Cの先端部には、それぞれダンザ
ホールハンマー37.37.37を取付けるとともに、
各削孔軸36A〜36Cを連結金具38にて連結し、ま
た削孔軸36A〜36Cの先端にハンマービット39A
〜39Cを取付けておく。各ハンマービット39A〜3
9Cは、第15図のように、削孔域が重なるよう、第1
3図のように、たとえば中央のハンマービット39Bを
後退させてお(。各削孔軸36A〜36Cの基端にはス
イベル40を取付け、ここから削孔水Wを送って、ピッ
)39A〜39Cの先端面から噴出させるようにする。A holding body 34 is provided on the moving table 31, and this holding body 34
A Danza hole hammer 37, 37, 37 is attached to the tip of each drilling shaft 36A to 36C by a rod chuck 35.35° 35 integrated with the
Each drilling shaft 36A to 36C is connected with a connecting fitting 38, and a hammer bit 39A is attached to the tip of each drilling shaft 36A to 36C.
~ Install 39C. Each hammer bit 39A~3
9C, the first hole is drilled so that the drilling areas overlap, as shown in Figure 15.
As shown in Fig. 3, for example, by retracting the central hammer bit 39B (a swivel 40 is attached to the base end of each drilling shaft 36A to 36C, and drilling water W is sent from there to the drill bit 39A to 36C). Make it eject from the tip of 39C.
41は各削孔軸36A〜36Cを同方向に回転させるた
めの油圧モータで、その出力は保持体34内の動力伝達
機構を介してチャック35に伝達される。Reference numeral 41 denotes a hydraulic motor for rotating each of the drilling shafts 36A to 36C in the same direction, and its output is transmitted to the chuck 35 via a power transmission mechanism within the holder 34.
削孔に当っては、シリンダ33のロンドをlliさせな
がら移動台31を第14図左方に移動させつつ、各削孔
軸36A〜36Cを回転させ、その際ハンマー37によ
り衝撃力を与えて削孔する。When drilling holes, each drilling shaft 36A to 36C is rotated while moving the movable table 31 to the left in FIG. Drill a hole.
削孔終了後、各削孔軸36A〜36Cを引き抜き、それ
に代って帯状引張り材を挿入し、その基端部を前述のよ
うに、地山斜面に定着する。After the drilling is completed, each of the drilling shafts 36A to 36C is pulled out, a band-shaped tensile material is inserted in its place, and the base end thereof is fixed to the slope of the ground as described above.
第17図のように、オーガー式削孔機であってもよい。As shown in FIG. 17, an auger type drilling machine may be used.
50A〜50Cはオーガ軸である。50A to 50C are auger shafts.
さらに、チェーンツータイプの削孔機なども用いること
ができる。Furthermore, a chain two type hole drilling machine or the like can also be used.
以上の通り、本発明によれば、硬化材と引張り材との付
着力が大きく、定着力および緊張時の耐力が高まり、し
かも定着力が強固に地山に定着されるなどの効果がもた
らされる。As described above, according to the present invention, the adhesion force between the hardening material and the tensile material is large, the fixing force and the proof stress during tensioning are increased, and the fixing force is firmly fixed to the ground. .
第1図は本発明工法の実施状態の全体図、第2図は帯状
補強材の斜視図、第3図はアンカーの構成例の断面図、
第4図は補強材の挿入装置例の斜視図、第5図はケーシ
ングのみの引抜状態斜視図、第6図は先端シューと帯状
補強材の連結態様図、第7図は先端シューの正面図、第
8図は先端シューおよびケーシングの先端部の水平断面
図、第9図はその側面図、第10図はケーシングの正面
図、第11図は、その水平断面図、第12図は他の先端
のシュー例の水平断面図、第13図〜第16図は回転衝
撃式削孔機の例で、第13図は平面図、第14図は正面
図、第15図は側面図、第16図は斜視図、第17図は
オーガ式削孔機のオーガ軸の斜視図である。
1・・・帯状引張り材、2・・・地山、3・・・保護壁
、4・・・シース、5・・・削孔、6・・・硬化材、7
・・・台座、8・・・クサビ。
第3図Fig. 1 is an overall view of the implementation state of the construction method of the present invention, Fig. 2 is a perspective view of a band-shaped reinforcing material, and Fig. 3 is a sectional view of an example of the structure of an anchor.
Fig. 4 is a perspective view of an example of a reinforcing material insertion device, Fig. 5 is a perspective view of only the casing in a pulled-out state, Fig. 6 is a diagram of how the tip shoe and the strip-shaped reinforcing material are connected, and Fig. 7 is a front view of the tip shoe. , FIG. 8 is a horizontal sectional view of the tip shoe and the tip of the casing, FIG. 9 is a side view thereof, FIG. 10 is a front view of the casing, FIG. 11 is a horizontal sectional view thereof, and FIG. 13 to 16 are horizontal sectional views of an example of a shoe at the tip, and FIGS. 13 to 16 are examples of a rotary impact type drilling machine. FIG. 13 is a plan view, FIG. 14 is a front view, FIG. 15 is a side view, and FIG. The figure is a perspective view, and FIG. 17 is a perspective view of an auger shaft of an auger type drilling machine. DESCRIPTION OF SYMBOLS 1... Belt-shaped tensile material, 2... Earth, 3... Protective wall, 4... Sheath, 5... Hole drilling, 6... Hardened material, 7
...Pedestal, 8...Wedge. Figure 3
Claims (1)
厚みが0.6〜20mm、幅が50mm以上の帯状引張
り材を挿入し、この引張り材の先端部を充填した硬化材
により地山に定着し、硬化材の硬化後、前記引張り材を
緊張し、地山表面に定着することを特徴とするアンカー
工法。(1) A flat hole is formed, and a band-shaped tensile material with a thickness of 0.6 to 20 mm and a width of 50 mm or more is inserted into the hole, and the tip of this tensile material is filled with hardened material. An anchor construction method characterized in that the anchor is anchored to the ground, and after the hardening material has hardened, the tensile material is tensioned and anchored to the surface of the ground.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP1547588A JPH01190821A (en) | 1988-01-26 | 1988-01-26 | Anchor method |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP1547588A JPH01190821A (en) | 1988-01-26 | 1988-01-26 | Anchor method |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH01190821A true JPH01190821A (en) | 1989-07-31 |
JPH0578602B2 JPH0578602B2 (en) | 1993-10-29 |
Family
ID=11889827
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP1547588A Granted JPH01190821A (en) | 1988-01-26 | 1988-01-26 | Anchor method |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPH01190821A (en) |
-
1988
- 1988-01-26 JP JP1547588A patent/JPH01190821A/en active Granted
Also Published As
Publication number | Publication date |
---|---|
JPH0578602B2 (en) | 1993-10-29 |
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