JPS63167807A - Permanent anchor structure - Google Patents
Permanent anchor structureInfo
- Publication number
- JPS63167807A JPS63167807A JP31177486A JP31177486A JPS63167807A JP S63167807 A JPS63167807 A JP S63167807A JP 31177486 A JP31177486 A JP 31177486A JP 31177486 A JP31177486 A JP 31177486A JP S63167807 A JPS63167807 A JP S63167807A
- Authority
- JP
- Japan
- Prior art keywords
- anchor
- tensile
- cracks
- mortar
- elongation
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 25
- 239000000463 material Substances 0.000 claims abstract description 22
- 239000012779 reinforcing material Substances 0.000 claims abstract description 18
- 238000004873 anchoring Methods 0.000 claims description 8
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 abstract description 4
- 229910000831 Steel Inorganic materials 0.000 abstract description 3
- 230000002787 reinforcement Effects 0.000 abstract description 3
- 239000010959 steel Substances 0.000 abstract description 3
- 229910052742 iron Inorganic materials 0.000 abstract description 2
- 238000000926 separation method Methods 0.000 abstract description 2
- 238000010008 shearing Methods 0.000 abstract description 2
- 238000000034 method Methods 0.000 abstract 1
- 238000005260 corrosion Methods 0.000 description 10
- 230000007797 corrosion Effects 0.000 description 10
- 238000010586 diagram Methods 0.000 description 10
- 239000003673 groundwater Substances 0.000 description 6
- 238000005452 bending Methods 0.000 description 4
- 238000010276 construction Methods 0.000 description 3
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 3
- 230000003449 preventive effect Effects 0.000 description 3
- 239000000853 adhesive Substances 0.000 description 2
- 230000001070 adhesive effect Effects 0.000 description 2
- QVGXLLKOCUKJST-UHFFFAOYSA-N atomic oxygen Chemical compound [O] QVGXLLKOCUKJST-UHFFFAOYSA-N 0.000 description 2
- 230000007774 longterm Effects 0.000 description 2
- 229910052760 oxygen Inorganic materials 0.000 description 2
- 239000001301 oxygen Substances 0.000 description 2
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 239000012141 concentrate Substances 0.000 description 1
- 230000008602 contraction Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000003647 oxidation Effects 0.000 description 1
- 238000007254 oxidation reaction Methods 0.000 description 1
- 230000001590 oxidative effect Effects 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 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、地中に埋込んだ引張材の先端部にアンカーモ
ルタルを打設してアンカ一定着部を構成し、必要な引張
力を構造物等に与える永久アンカー構造体に関する。[Detailed Description of the Invention] [Industrial Application Field] The present invention provides an anchor mortar that is placed at the tip of a tensile member buried in the ground to form an anchor fixed portion, thereby applying the necessary tensile force. This invention relates to a permanent anchor structure that is attached to a structure, etc.
最近の建設工事では小規模な工法で大きな引張り抵抗力
が得られる地盤アンカー（［ロックアンカー、アースア
ンカー）を構造物の一部として活用する傾向がある。こ
の種の工事においては一般に第７図［ａ）にみられる永
久アンカー構造体が用いられ、アンカーの定着部にアン
カーモルタルを打設して引張材を固定し、地盤との摩擦
力により必要な引張力を得るようにしている。In recent construction work, there is a tendency to utilize ground anchors (rock anchors, earth anchors) as part of structures, which can provide large tensile resistance with small-scale construction methods. In this type of construction, a permanent anchor structure as shown in Figure 7 [a] is generally used, and anchor mortar is cast in the anchorage part to fix the tensile material, and the frictional force with the ground is used to secure the necessary I'm trying to get some tension.
上記構成の永久アンカー構造体はその構成上アンカ一定
着部を構成するアンカーモルタルに太きな引張力が発生
する。この引張力がアンカーモルタルの耐力以下であっ
ても永年使用中にはクリープ現象その他によって引張亀
裂が生じ、その亀裂に地下水が浸透する。地下水が浸透
し続けると引張材は酸化によって腐食し、遂には破断す
る。そこで、永久アンカー構造体として腐食防止型のも
のが望まれている。Due to the structure of the permanent anchor structure having the above structure, a large tensile force is generated in the anchor mortar that constitutes the fixed anchor part. Even if this tensile force is less than the proof strength of the anchor mortar, tensile cracks will occur due to creep phenomenon and other factors during long-term use, and groundwater will infiltrate into the cracks. As groundwater continues to permeate, the tensile material corrodes due to oxidation and eventually breaks. Therefore, a corrosion-resistant permanent anchor structure is desired.
本発明は上記要望に応えるものであって、主だる目的は
アンカーモルタルに亀裂を生じさせない、永久アンカー
構造体を提供することにある。The present invention meets the above-mentioned needs, and its primary purpose is to provide a permanent anchor structure that does not cause cracks in the anchor mortar.
上記目的を達成するため、本発明は、永久アンカーの定
着部を構成するアンカーモルタル中に、 ′
引張材と同心的に筒状の補強材を配したことを特徴とす
る特
上記構成において補強材の適宜箇所に穴を設けこの穴を
介して内外のアンカーモルタルを一体化し、アンカーモ
ルタルと補強材との結び付きを強固にしてもよい。In order to achieve the above object, the present invention provides the following features:
In the special structure described above, which is characterized by a cylindrical reinforcing material arranged concentrically with the tensile material, holes are provided at appropriate locations in the reinforcing material, and the inner and outer anchor mortar are integrated through these holes, and the anchor mortar and the reinforcing material are integrated. You can strengthen your ties with
本発明においては、アンカ一定着部に生じた引張材が主
として補強材に作用し、アンカーモルタルの伸びが補強
材により制限されるから伸び量が減少し、腐食の要因と
なる亀裂の発生を抑止する。In the present invention, the tensile material generated at the anchor fixed part mainly acts on the reinforcing material, and the elongation of the anchor mortar is limited by the reinforcing material, so the amount of elongation is reduced and the occurrence of cracks, which can cause corrosion, is suppressed. do.
以下、図面を参照して実施例を説明する。 Examples will be described below with reference to the drawings.
第１図は地盤Ｇの削孔Ｂに打設された本発明に係るアン
カー構造体１の縦断面図である。アンカー構造体１にお
いては一般にａ−ｂ、間がアンカーの非定着部１ａ、ｂ
、−ｃ間がアンカーの定着部１ｂとなっている。そして
構造物等において必要とする引張力Ｔはアンカー頭部の
引張材２に加わえられる。引張材２は、強い引張力Ｔが
得られるように網棒もしくはｐｃ鋼より線により形成さ
れ、ａ−ｂｚ間が引張材２の自由長部２ａ、ｂ２−０間
がアンカーモルタル３が付着する引張材２の定着部２ｂ
となっている。自由長部２ａにおいては第３図にみられ
るように引張材２とアンカーモルタルとが隔離され、シ
ース内に防錆油４が充填され、モルタルの付着力が断た
れている。従ってこの間の引張材２は引張力Ｔに対応し
た伸びを示す。また引張材２は防錆油４により保護され
ているから腐食が起らず、アンカーは破断しない。FIG. 1 is a longitudinal sectional view of an anchor structure 1 according to the present invention, which is cast in a hole B in the ground G. In the anchor structure 1, generally a-b, the non-fixed portions 1a and b of the anchor are located between
, -c is the fixing portion 1b of the anchor. Then, the tensile force T required in the structure etc. is applied to the tensile member 2 of the anchor head. The tension member 2 is formed of a mesh rod or PC steel stranded wire so as to obtain a strong tensile force T, and the free length 2a of the tension member 2 is attached between a and bz, and the anchor mortar 3 is attached between b2 and 0. Fixing part 2b of tensile material 2
It becomes. In the free length portion 2a, as shown in FIG. 3, the tensile member 2 and the anchor mortar are separated, and the sheath is filled with rust preventive oil 4, thereby breaking the adhesive force of the mortar. Therefore, the tensile material 2 exhibits elongation corresponding to the tensile force T during this period. Further, since the tensile member 2 is protected by the rust preventive oil 4, corrosion does not occur and the anchor does not break.
一般にアンカーの破断が起こるのはアンカ一定着部１ｂ
である。定着部１ｂにおいては、引張材２の緊張と地盤
Ｇの摩擦力により定着部１ｂに打設されたアンカーモル
タル３に引張力が生じる。Generally, anchor breakage occurs at anchor fixed part 1b.
It is. In the anchoring part 1b, the tension of the tensile material 2 and the frictional force of the ground G generate a tensile force in the anchor mortar 3 cast in the anchoring part 1b.
アンカーモルタル３は圧縮耐力に比べ引張耐力が１７１
０と弱く、耐久性を見込んで安全率を２にとっても永年
使用中には、クリープ曲げ等によって周囲に亀裂が生じ
る。この亀裂から地下水がモルタル内部に浸透し、引張
材２を局部的に酸化させ腐食させる。初期のころは亀裂
が小さく従って地下水もあまり循環しないから、腐食は
進行しない。Anchor Mortar 3 has a tensile strength of 171 compared to its compressive strength.
Even if a safety factor of 2 is set in consideration of durability, cracks will occur around the periphery due to creep bending, etc. during long-term use. Groundwater penetrates into the mortar through these cracks, locally oxidizing and corroding the tensile material 2. In the early stages, the cracks are small and underground water does not circulate much, so corrosion does not progress.
しかし亀裂が徐々に大きくなってくると、地下水が循環
し、それとともに酸素も供給され腐食が促進し、遂には
引張材２の有効断面積が小さくなり引張力Ｔに耐えきれ
なくなって破断する。However, as the cracks gradually become larger, groundwater circulates and oxygen is also supplied, accelerating corrosion, and eventually the effective cross-sectional area of the tensile material 2 becomes smaller and it becomes unable to withstand the tensile force T, causing it to break.
アンカーの永久使用においては上記のような破断を防ぐ
必要がある。この対策として一般に引張材に耐食性を施
こし、亀裂を容認する考え方があるが、本発明において
は、亀裂の発注を抑止する構成が採られる。すなわち、
第１図及び第４図ないし第６図にみられるように、アン
カ一定着部１ｂには亀裂の発生を抑制する補強材５が引
張材２の定着部２ｂとその自由長部２ａの一部を取り囲
む形で配置される。補強材５はアンカーモルタル３より
引張力の強い鉄もしくは鋼から成り、第２図にみられる
ように筒状に形成される。また、補強材５は引張力が大
きく作用する部分を除き、その上部と下部に短冊状の孔
５ａ、・・・が設けられている。短冊状の孔５ａ、・・
・は補強材５とアンカーモルタル３との付着力のほか補
強材５の内外のアンカーモルタル３をこの部分で合体さ
せ、その剪断抵抗力で分離を阻むため、アンカ一定着部
１ｂをより一体化させる役目を果たす。For permanent use of anchors, it is necessary to prevent breakage as described above. As a countermeasure against this problem, there is generally a concept of applying corrosion resistance to the tensile material and allowing cracks to occur, but in the present invention, a configuration is adopted that prevents cracks from forming. That is,
As shown in FIG. 1 and FIGS. 4 to 6, a reinforcing material 5 for suppressing the occurrence of cracks is provided in the anchor fixed part 1b of the tensile member 2 at the fixed part 2b and part of its free length part 2a. arranged in a manner that surrounds the The reinforcing material 5 is made of iron or steel, which has a stronger tensile strength than the anchor mortar 3, and is formed into a cylindrical shape as shown in FIG. Moreover, the reinforcing material 5 is provided with strip-shaped holes 5a, . Rectangular hole 5a,...
・In addition to the adhesive force between the reinforcing material 5 and the anchor mortar 3, the anchor mortar 3 inside and outside the reinforcing material 5 are combined at this part, and their shearing resistance prevents separation, so the anchor fixed part 1b is made more integrated. fulfill the role of
アンカ一定着部１ｂにおいては、引張材２の緊張と、地
盤Ｇとの摩擦により引張応力が生じるが、アンカーモル
タル３よりも引張耐力の大きい補強材５が抵抗し、その
間の伸びを小さくして亀裂の発生を抑止する。また、地
震等でアンカ一定着部１ｂに曲げモーメントが作用して
も補強材５が筒状で曲げに強い形状をなしているから、
曲げモーメントに抵抗し、アンカ一定着部１ｂの周囲に
生じた引張応力を小さなものとして亀裂の発生を抑制す
る。In the anchor fixed part 1b, tensile stress is generated due to the tension of the tensile material 2 and friction with the ground G, but the reinforcing material 5, which has a higher tensile strength than the anchor mortar 3, resists and reduces the elongation. Prevents cracks from forming. In addition, even if a bending moment is applied to the anchor fixed portion 1b due to an earthquake or the like, the reinforcing material 5 is cylindrical and has a shape that is resistant to bending.
It resists the bending moment and reduces the tensile stress generated around the anchor fixed portion 1b to suppress the occurrence of cracks.
次いで従来のアンカー構造体と比較しながら、応力と歪
との関係より本発明の作用を更に詳しく説明する。Next, the operation of the present invention will be explained in more detail from the relationship between stress and strain, while comparing with a conventional anchor structure.
図において第７図山）〜（ｄｌが従来のアンカー構造体
１０（〔第７図（ａｌに示されたもの）の応力、歪及び
摩擦力を示したもので、第８図（ト））〜（ｄｌが本発
明の永久アンカー構造体１（（第８図（ａｌに示すもの
）のそれらを示したものである。一般に引張材２に作用
する引張応力δは第７図＋ｂｉ及び第８図ｆｂ＋にみら
れるように構造体には影響ないから、従来の永久アンカ
ー構造体１０も本発明の永久アンカー構造体１も区別な
くその分布形態が同じとなる。しかし、本発明において
は定着部１ｂに補強材５が加えられているため、定着部
１ｂの歪δＣ５δｔは第８図（Ｃ１にみられるように剛
性が強くなった分だけ歪が平均化し、従来の永久アンカ
ー構造体１０の歪（第７図（Ｃ））よりも小さくなる。In the figure, Fig. 7 (mountain) to (dl indicate the stress, strain, and frictional force of the conventional anchor structure 10 ([the one shown in Fig. 7 (al)], and Fig. 8 (g)). ~(dl shows those of the permanent anchor structure 1 of the present invention ((shown in FIG. 8 (al)). In general, the tensile stress δ acting on the tensile member 2 is shown in FIG. As shown in Fig. Since the reinforcing material 5 is added to the anchoring part 1b, the strain δC5δt of the anchoring part 1b is averaged by the increased rigidity, as shown in FIG. 8 (C1), and the strain of the conventional permanent anchor structure 10 is (FIG. 7(C)).
特に引張材２の定着部２ｂにおける伸びδｔが小さく、
腐食をもたらす亀裂の発生を抑制する。In particular, the elongation δt of the tensile material 2 at the fixing portion 2b is small;
Suppresses the occurrence of cracks that lead to corrosion.
また、定着地盤Ｇにおいては、アンカ一定着部１ｂの伸
び・縮みによって第７図Ｆｄｌ及び第８図（ｄ）にみら
れるような摩擦抵抗力τが生じる。この摩擦抵抗力はほ
ぼ歪みに比例するから、本発明においては、図にみられ
るように平均した分布形態となっている。Further, in the anchoring ground G, a frictional resistance force τ as shown in FIG. 7Fdl and FIG. 8(d) is generated due to the expansion and contraction of the anchor fixed portion 1b. Since this frictional resistance force is approximately proportional to strain, the present invention has an average distribution form as shown in the figure.
一般にｂ２−ｂ３間のように引張力が大きく作用する部
分では引張りに対応する歪も大きくなり、亀裂が入り易
くなる。そこでｂ２−ｂ、間を拡大し、第９図に示して
説明すると、地盤Ｇは一般に引張力に弱いから、引張力
Ｔ、Ｔがある大きさに達すると、引張り亀裂Ｏ３が生じ
る。従来のアンカー構造体１０においては引張り亀裂Ｇ
Ｓのある部分で摩擦抵抗力が零となるから第１０図（ａ
）にみられるようにその部分のアンカーモルタル３の伸
びが更に大きくなり、耐えきれなくなって第１０図中）
のように多数の亀裂３ａ、・・・が発生する。従来にお
いてはこの亀裂３ａ、・・・に地下水が浸透し、引張材
２が腐食するため、破断の原因となっていた。第７図ｔ
ｃ＋では上記歪を平滑な曲線で示しているが詳細は亀裂
が生じて第１０図（ｂｌのようになっている。Generally, in a portion where a large tensile force acts, such as between b2 and b3, the strain corresponding to the tensile force is also large, making it easier for cracks to occur. Therefore, b2-b will be enlarged and explained as shown in FIG. 9. Since the ground G is generally weak in tensile force, when the tensile forces T and T reach a certain magnitude, a tensile crack O3 occurs. In the conventional anchor structure 10, the tensile crack G
Since the frictional resistance force becomes zero at a certain part of S, Fig. 10 (a
), the elongation of the anchor mortar 3 in that part became even greater, and it became unbearable (see Figure 10).
A large number of cracks 3a, . . . are generated. In the past, groundwater penetrated into the cracks 3a, . . . and corroded the tensile material 2, causing breakage. Figure 7
In c+, the above distortion is shown as a smooth curve, but in detail, cracks have occurred, as shown in Figure 10 (bl).
次いで本発明の説明にあたって第１１図にｂ２−ｂ３間
の拡大図を示して説明すると、従来の永久アンカー構造
体１０と異なり、本発明においては引張力の強い補強材
５か弱いアンカーモルタル３と一体的に組み合わされて
いるため、その伸びが小さく平均化され、第１０図のよ
うにはならず、第１２図において実線で示すように平坦
な分布となる。この分布形態をみると、本発明において
も現実には伸びが発生し、亀裂が発生しないとは言い難
い。そこで腐食を発生する亀裂の大きさについて考察す
ると、その大きさは一般に０．２龍以上と言われている
。０．２ ｍｍ以下の亀裂では亀裂内に浸透した地下水
がその粘性と表面張力のため流出しにくく、引張材２を
腐食させる酸素が断たれるため腐食に対して安全である
と言われている。Next, in explaining the present invention, an enlarged view between b2 and b3 is shown in FIG. 10, the distribution is flat as shown by the solid line in FIG. 12. Looking at this distribution form, it can be seen that elongation actually occurs in the present invention, and it is difficult to say that cracks do not occur. Considering the size of the cracks that cause corrosion, it is generally said that the size is 0.2 dragon or more. It is said that cracks of 0.2 mm or less are safe from corrosion because groundwater that has penetrated into the cracks is difficult to flow out due to its viscosity and surface tension, and the oxygen that corrodes the tensile material 2 is cut off. .
一般に引張材２の伸びは、設計時の許容荷重で計算して
１ｍ当たり５．６ ＋ｕとされているが、地盤アンカー
では定着地盤の摩擦力が抵抗するため、定着部は上記は
どには伸びない。また、定着地盤として堅牢な地盤が選
ばれるのが一般的であるから、伸びは更に小さくなる。In general, the elongation of the tensile material 2 is calculated to be 5.6 + u per 1 m based on the allowable load at the time of design, but since the frictional force of the anchoring ground resists ground anchors, It doesn't grow. Furthermore, since a solid ground is generally selected as the anchoring ground, the elongation becomes even smaller.
本発明においてはアンカ一定着部１ｂを補強材５で補強
し、剛性を高めでいるので、伸びが第８図（Ｃ１にみら
れるように上部の抵抗力の増大した圧縮部の抵抗で押え
込まれ、引張部の伸びも剛性のため下部にまで拡散して
分担されるので、最大伸び５．６ｎの１７５以下となる
。この程度の伸び量は補強材５の存在効果で均等に分散
されるのでアンカーモルタル３に亀裂を発生させること
がない。In the present invention, the anchor fixed part 1b is reinforced with the reinforcing material 5 to increase the rigidity, so that the elongation is suppressed by the resistance of the compression part with increased resistance at the upper part, as shown in Fig. 8 (C1). In rare cases, the elongation of the tensile part is also diffused and distributed to the lower part due to its rigidity, so the maximum elongation is 5.6n, which is 175 or less.This amount of elongation is evenly distributed due to the presence of the reinforcing material 5. Therefore, cracks are not generated in the anchor mortar 3.
従来のアンカー構造体では補強材がなく１ｍ当り１龍の
伸びであっても伸びが不均一となり数ケ所に集中するた
め、０．２ ｔｍを越す亀裂が多数発生し、いずれ腐食
してアンカーが破断する。本発明においては、集中した
伸びがないため、０．２ ｍｌを越える亀裂が発生しに
くい。In conventional anchor structures, there is no reinforcing material, and even if the elongation is 1 yen per meter, the elongation becomes uneven and concentrates in several places, resulting in many cracks exceeding 0.2 tm, which eventually corrode and destroy the anchor. break. In the present invention, since there is no concentrated elongation, cracks exceeding 0.2 ml are unlikely to occur.
以上説明したように、本発明によれば、簡単な構造で、
腐食によるアンカーの破断を防止することができる。As explained above, according to the present invention, with a simple structure,
Breakage of the anchor due to corrosion can be prevented.
第１図は本発明の一実施例を示す永久アンカー構造体の
縦断面図、第２図は補強材の正面図、第３図は第１図の
ｍ−ｍ断面図、第４図は第１図の１’１−ＩＶ断面図、
第５図は第１図のＶ−Ｖ断面図、第６図は第１図のＶｌ
−Ｖｌ断面図、第７図（ａ）は従来のアンカ一定着部の
縦断面図、第７図ｆｂｌは第７図（ａ）の応力分布図、
第７図（Ｃ１は第７図（ａ）の歪分布図、第７図（ｄｌ
は第７図（ａｌの摩擦力分布図、第８図ｆａｌは本発明
のアンカ一定着部の縦断面図、第８図（ｂ）は第８図Ｔ
ａｌの応力分布図、第８図（Ｃ）は第８図（ａｌの歪分
布図、第８図（ｄｌは第８図（ａｌの摩擦力分布図、第
９図は第７図ｆａ）のｂ２−ｂ、間の拡大断面図、第１
０図ｆａ）は第９図の歪分布図、第１０図（ｂｌは第１
０図（ａ）の状態から更に進行した状態を示す歪分布図
、第１１図は第８図ｆａｌのす、−ｂ、間の拡大断面図
、第１２図は第１１図の歪分布図である。
■・・・アンカー構造体、１ａ・・・アンカー非定着部
、１ｂ・・・アンカ一定着部、２・・・引張材、２ａ・
・・引張材の自由長部、２ｂ・・・引張材の定着部、３
・・・アンカーモルタル、４・・・防錆油、５・・・補
強材、５ａ・・・孔、Ｇ・・・地盤、Ｔ・・・引張力、
ＧＳ・・・地盤の亀裂。
特許出願人 日本ソイル工業株式会社アースチック株
式会社Fig. 1 is a longitudinal cross-sectional view of a permanent anchor structure showing an embodiment of the present invention, Fig. 2 is a front view of a reinforcing member, Fig. 3 is a cross-sectional view taken along line mm in Fig. 1, and Fig. 4 is a longitudinal cross-sectional view of a permanent anchor structure showing an embodiment of the present invention. 1'1-IV sectional view of Figure 1,
Fig. 5 is a cross-sectional view taken along the line V-V in Fig. 1, and Fig. 6 is a Vl sectional view in Fig. 1.
-Vl sectional view, FIG. 7(a) is a longitudinal sectional view of the conventional anchor fixed part, FIG. 7fbl is the stress distribution diagram of FIG. 7(a),
Figure 7 (C1 is the strain distribution diagram of Figure 7 (a), Figure 7 (dl
is a frictional force distribution diagram of FIG. 7 (al), FIG.
al stress distribution diagram, Figure 8 (C) is Figure 8 (al strain distribution diagram, Figure 8 (dl is Figure 8 (al friction force distribution diagram, Figure 9 is Figure 7 fa) b2-b, enlarged cross-sectional view, 1st
Figure 0 fa) is the strain distribution diagram of Figure 9, Figure 10 (bl is the strain distribution diagram of Figure 1).
Figure 0 is a strain distribution diagram showing a state that has progressed further from the state in (a), Figure 11 is an enlarged sectional view between Figure 8 fal, -b, and Figure 12 is the strain distribution diagram of Figure 11. be. ■... Anchor structure, 1a... Anchor non-fixed part, 1b... Anchor fixed part, 2... Tensile material, 2a...
...Free length part of tensile material, 2b...Fixed part of tensile material, 3
... Anchor mortar, 4... Rust preventive oil, 5... Reinforcement material, 5a... Hole, G... Ground, T... Tensile force,
GS: Cracks in the ground. Patent applicant Nippon Soil Kogyo Co., Ltd. Earthtic Co., Ltd.
Claims (1)
ル中に、引張材と同心的に筒状の補強材を配したことを
特徴とする永久アンカー構造体。(1) A permanent anchor structure characterized in that a cylindrical reinforcing material is arranged concentrically with a tensile material in the anchor mortar constituting the anchoring part of the permanent anchor.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP31177486A JPS63167807A (en) | 1986-12-27 | 1986-12-27 | Permanent anchor structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP31177486A JPS63167807A (en) | 1986-12-27 | 1986-12-27 | Permanent anchor structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPS63167807A true JPS63167807A (en) | 1988-07-11 |
Family
ID=18021309
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP31177486A Pending JPS63167807A (en) | 1986-12-27 | 1986-12-27 | Permanent anchor structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS63167807A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0444517A (en) * | 1990-06-11 | 1992-02-14 | Komao Miwa | Reinforcing method of bedrock |
| JP2002038477A (en) * | 2000-07-23 | 2002-02-06 | Okabe Co Ltd | Stabilizing method for slope face |
-
1986
- 1986-12-27 JP JP31177486A patent/JPS63167807A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0444517A (en) * | 1990-06-11 | 1992-02-14 | Komao Miwa | Reinforcing method of bedrock |
| JP2002038477A (en) * | 2000-07-23 | 2002-02-06 | Okabe Co Ltd | Stabilizing method for slope face |
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