EP0445377B1 - Structure of anchor and construction method thereof - Google Patents

Structure of anchor and construction method thereof Download PDF

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Publication number
EP0445377B1
EP0445377B1 EP90122910A EP90122910A EP0445377B1 EP 0445377 B1 EP0445377 B1 EP 0445377B1 EP 90122910 A EP90122910 A EP 90122910A EP 90122910 A EP90122910 A EP 90122910A EP 0445377 B1 EP0445377 B1 EP 0445377B1
Authority
EP
European Patent Office
Prior art keywords
sheath
tension
deformed
steel
anchor
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
Application number
EP90122910A
Other languages
German (de)
English (en)
French (fr)
Other versions
EP0445377A1 (en
Inventor
Kunimitsu Yamada
Yasuhiro Yamada
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
KENSETSU-KISO ENGINEERING Co Ltd
STRONGHOLD INTERNATIONAL JAPAN CO Ltd
Kensetsu Kiso Engineering Co Ltd
Original Assignee
KENSETSU-KISO ENGINEERING Co Ltd
STRONGHOLD INTERNATIONAL JAPAN CO Ltd
Kensetsu Kiso Engineering Co Ltd
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 KENSETSU-KISO ENGINEERING Co Ltd, STRONGHOLD INTERNATIONAL JAPAN CO Ltd, Kensetsu Kiso Engineering Co Ltd filed Critical KENSETSU-KISO ENGINEERING Co Ltd
Publication of EP0445377A1 publication Critical patent/EP0445377A1/en
Application granted granted Critical
Publication of EP0445377B1 publication Critical patent/EP0445377B1/en
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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Classifications

    • 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
    • E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor

Definitions

  • an ground anchor body of the above mentioned type which is characterized in that steel pipe sections are fixedly mounted to at least an end portion of the inner or outer side of the peripheral wall of the sheath for reinforcing said sheath, the internal diameter of the pipe sections exceeding the diameter of the tension member to allow hardener to flow beyond the pipe sections, said ground anchor body for insertion into a borehole which together with the sheath is to be filled by a hardener.
  • the grip packings are mounted respectively adjacent the pressure grips at the location nearer to the surface of the ground than the pressure grips. Since the grip packings have flexibility, the grip packings are compressed within the fastening section under the tension force of the tension material by the pressure grips.
  • the pressure grips are successively moved toward the surface of the earth within the fastening section by the shrinkage allowance of each of the grip packings having the compressibility.
  • the tension stress is loaded on the pressure grips in a dispersing manner.
  • Figs. 1 and 2 show a structure 20 of an anchor body according to a first embodiment of the invention.
  • the deformed sheath body 21 made of steel is first prepared, which is formed as described above and which has a suitable diameter. Further, apart from the deformed sheath body 21, a straight cylindrical body made of steel whose tube thickness is larger than the tube thickness of the sheath body is cut into suitable lengths and is prepared, as illustrated in Fig. 3(A). At this time, the bore diameter of the cylindrical body is selected to be a diameter sufficient that the outer peripheral wall of the sheath body 21 including the projecting ridgelines 21a can loosely be fitted in the bore diameter of the cylindrical body.
  • adhesives 23 are applied to the circumference of the outer peripheral wall of the sheath body 21, to a width corresponding substantially to the length of the pipe 22, at a position on the winding sheath body 21 to be reinforced, under the condition that the steel pipe 22 is slightly deviated from the reinforcing position.
  • the piped 22 After application of the adhesives 23, as shown in Fig. 3(C), the piped 22 are deviated and are positioned respectively on the adhesives 23.
  • the adhesives 23 are bonded to the sheath 21 and are hardened. Thus, the bond sheath according to the first embodiment has been completed.
  • the compressive-type anchor 30 is arranged as follows. That is, a plurality of un-bond PC strands 3 are inserted in the winding sheath body 21.
  • the compressive-type anchor 30 is fixedly mounted, by the pressure grips, to a pressure support plate 31 which is provided at the end of the sheath body.
  • a large compressive force acts upon the end of the winding sheath 21, particularly, on the end thereof adjacent the pressure support plate 31.
  • a modification of the present embodiment is illustrated in Fig. 5.
  • a plurality of tension materials 3 are inserted in the winding sheath body 21 made of steel.
  • a plurality of pressure grips 33 are mounted to the forward ends of the respective tension materials 3 at suitable intervals. These tension materials and pressure grips 3 and 33 are fastened within the sheath 21 by the cement paste 8 or the like.
  • a plurality of pipes made of steel are covered on suitable locations including the end of the deformed outer peripheral surface of the winding sheath body 21.
  • the winding sheath made of steel is employed, and the steel pipe is covered on the end of the winding sheath and, if necessary, the pipes are covered on the intermediate section thereof at which the stress is concentrated. Accordingly, the strength is rapidly or considerably improved. Thus, it is possible to secure that the destruction or the like of the sheath is prevented from being caused, and the anchor body can be manufactured at relatively low cost.
  • the steel pipes 22 fixedly mounted to the outer peripheral wall of the winding sheath body 21 in the aforesaid first embodiment are fixedly mounted to the inner peripheral wall of the sheath body 21.
  • a modification of the second embodiment is shown in Fig. 10.
  • a plurality of tension materials 3 are inserted in the winding sheath body 21 made of steel.
  • a plurality of pressure grips 33 are mounted respectively to portions of the tension materials 3 adjacent the forward ends thereof, at suitable intervals Thus, all of the pressure grips 33 are fastened within the sheath 21 by the cement paste 8 or the like.
  • a plurality of steel pipes 22 are inserted respectively in suitable locations including the end of the inner peripheral surface of the winding sheath body 21. In this manner, the winding sheath body 21 is constructed.
  • the winding sheath body 21 is reinforced by the fact that the steel pipes 22 are inserted in the winding sheath body 21, so that breaking of the sheath is not caused. Further, bonding of the grips 33 improves the adhering stress between the tension materials 3 and the anchor grout 8, so that it is possible to construct the anchor which is superior or good as a whole.
  • the anchor construction is executed, the following advantage can be produced. That is, since the steel pipes are fixedly mounted within the sheath body, insertion of the winding sheath into the anchor excavated bore does not catch the winding sheath to the drill pipe. Thus, the anchor construction can extremely easily be executed.
  • a modification of the embodiment illustrated in Figs. 1 and 2 can produce the following advantage. That is, a case is considered where the pressure grips 33 are fixedly mounted to suitable locations on the tension materials 3 inserted in the winding sheath 21. In this case, if the steel pipes 22 are covered on the locations on the outer peripheral wall or are inserted in the location on the inner peripheral wall of the winding sheath, which are located in opposite relating to the pressure grips 33, even it the stress is concentrated locally onto the pressure grips 33, destruction of the winding sheath 21 can be prevented from occurring, because the the winding sheath 21 at the locations where the pressure grips 33 are provided is reinforced by the steel pipes 22.
  • FIG. 11 there is shown a structure 60 of an anchor body according to a third embodiment of the invention.
  • the structure 60 of the anchor body comprises a deformed sheath body 61 made of synthetic resin, whose both ends are open or whose one end is open and the other end s closed, and a plurality of steel pipes 22 fixedly mounted to the inner peripheral wall of the end region of the sheath body 21.
  • the tension material 3 is inserted in the sheath body 61 having mounted therein the steel pipes 22.
  • a hardener such as the cement paste 8 or the like is poured into the sheath body 61, and the grout 5 is poured into the excavated bore 2 and is hardened.
  • the fastening section A is formed.
  • the third embodiment employs the deformed sheath body 61 made of synthetic resin, in substitution for the steel winding sheath body 21 employed in the first and second embodiments.
  • the steel pipes 22 are fixedly mounted to the inner peripheral wall of the deformed sheath body 61.
  • the sheath body 61 made of synthetic resin is formed with a plurality of projecting ridgelines 61a at constant intervals along the outer peripheral wall of the sheath body 61.
  • the deformed sheath includes a sheath in which the projecting ridgelines 61a are continuously formed in a spiral manner along the peripheral wall of the deformed sheath in the peripheral direction, and a sheath in which the projecting ridgelines 61a are discontinuously formed in a spiral manner along the peripheral wall of the deformed sheath in the peripheral direction.
  • the reason why the deformed sheath is made of synthetic resin is that the resinous deformed sheath is higher in rust-prevention effects than the steel deformed sheath,
  • the restricting effects of the steel pipes 22 are considerably higher than those expected or anticipated originally. Accordingly, even in the case of the deformed sheath made of synthetic resin, which has been considered unusable because of being low in restricting effects, the deformed sheath can sufficiently withstand the use, if the deformed sheath is used with the steel pipes mounted to the sheath.
  • the deformed sheath made of synthetic resin having the rust-preventing effects is daringly used even if the restricting effects are low.
  • the desirable numbers of steel pipes 22 are fixedly mounted not only to both the ends of the inner peripheral wall of the sheath body 61, but also to the intermediate section thereof in the longitudinal direction.
  • the length of each of the steel pipes 22 is not particularly limited.
  • the steel pipe of the order of 20 cm to 50 cm is preferable in length. That is, if the length of the steel pipe is less than 20 cm, it is difficult to obtain a sufficient restricting force, while, if the length of the steel pipe is too excessive, the characteristic of elasticity that is the characteristic of the deformed polyethylene sheath is lost, and the pouring ability of the grout poured into the sheath is deteriorated. Further, since, generally, the inner surface of the steel pipe 22 is brought to a smooth surface, excessive length of the steel pipe 22, will cause reduction of the adhering force.
  • a modification of the third embodiment is shown in Fig. 15.
  • a plurality of tension materials 3 are inserted in the deformed sheath body 61 made of synthetic resin.
  • a plurality of pressure grips 33 are mounted to portions of the respective tension materials 3 adjacent the forward ends thereof in suitable intervals. All of these tension materials 3 and pressure grips 33 are fixedly mounted in the sheath 61 by the cement paste 8 or the like.
  • a plurality of steel pipes 22 are inserted in and fitted in suitable locations including the end of the inner peripheral surface of the winding sheath body 21. in this manner, the compressive-type anchor 70 is formed.
  • deformed sheath 81 a deformed sheath made of synthetic resin or steel, whose both ends are open or whose one end is open and the other end is closed, is used, or a winding sheath similar to the deformed sheath is employed.
  • the steel pipes 22 are covered on the outer peripheral wall of the deformed sheath 81 at respective locations facing toward the pressure grips 33.
  • the steel pipes 22 are so positioned as to reinforce portions of the deformed sheath 81 adjacent the pulling side more than the pressure grips 33, front the outside.
  • the length of each of the steel pipes 22 is not particularly limited or restricted. It has been confirmed, however, that, in the case where the execution ability and the restricting effects are taken into consideration, it is preferable that the length of the steel pipe 22 is of the order of 20 cm to 50 cm.
  • a grip packing 82 is interposed at or mounted to a location nearer the surface of the earth than each of the pressure grips 33 on the tension material 3, and is located adjacent the pressure grip 33.
  • the grip packing 82 is made of a material having compressibility and rust-prevention effects, such as rubber, synthetic resin or the like.
  • the adhering force of the tension materials 3 is large because the plurality of pressure grips 33 are fixedly mounted to the tension materials 3 which are inserted in the deformed sheath 81.
  • a concentrated stress tends to occur at a location adjacent each of the pressure grips 33a which are originally located nearest the surface of the earth.
  • the ring-like grip packing 82 is mounted to a location nearer the surface of the earth than each of the pressure grips 33 and adjacent the latter. Since the grip packing 82 has compressibility, the grip packing 82 is pushed by the pressure grip 33 under the tension force of the tension material 3, and is compressed within the fastening section A .
  • the pressure grips 33 adjacent each other in the radial direction of the excavated bore 2 are provided in slight deviation toward the surface of the earth in the longitudinal direction of the tension materials 3 by, for example, the length of each of the pressure grips 33, such that the pressure grips 33 are not superimposed upon each other, whereby it is possible to reduce the outer diameter D2 of the bundled tension materials as a whole, that is, D1 > D2.
  • the excavated bore can be reduced in size and reduction of the cost of construction can be achieved.
  • the entire length of the tension material 3 is not brought to the un-bond sheath, and almost all portions except for the grip packing 82 are adhered by the hardener.
  • the tension stress can be dispersed on the pressure grips 33, making it possible to improve the prior application.

Landscapes

  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)
  • Joining Of Building Structures In Genera (AREA)
EP90122910A 1990-03-05 1990-11-30 Structure of anchor and construction method thereof Expired - Lifetime EP0445377B1 (en)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
JP21447/90 1990-03-05
JP1990021447U JPH0621951Y2 (ja) 1990-03-05 1990-03-05 アンカー体の構造

Publications (2)

Publication Number Publication Date
EP0445377A1 EP0445377A1 (en) 1991-09-11
EP0445377B1 true EP0445377B1 (en) 1995-02-01

Family

ID=12055217

Family Applications (1)

Application Number Title Priority Date Filing Date
EP90122910A Expired - Lifetime EP0445377B1 (en) 1990-03-05 1990-11-30 Structure of anchor and construction method thereof

Country Status (5)

Country Link
EP (1) EP0445377B1 (enrdf_load_stackoverflow)
JP (1) JPH0621951Y2 (enrdf_load_stackoverflow)
AT (1) ATE118053T1 (enrdf_load_stackoverflow)
DE (1) DE69016637T2 (enrdf_load_stackoverflow)
ES (1) ES2070980T3 (enrdf_load_stackoverflow)

Families Citing this family (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE102008014700A1 (de) * 2008-03-18 2009-09-24 Dywidag-Systems International Gmbh Korrosionsgeschützter Selbstbohranker sowie Verfahren zu dessen Herstellung
CN101922208B (zh) * 2009-06-15 2012-05-16 黑龙江宇辉新型建筑材料有限公司 带有预留孔的钢丝网圆筒进行钢筋连接的方法
CN103243714B (zh) * 2013-05-28 2015-06-10 唐山德泰机械制造有限公司 一种高强度预应力锚杆
JP6316643B2 (ja) * 2014-04-22 2018-04-25 ジェイアール東日本コンサルタンツ株式会社 アンカー構造体

Family Cites Families (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CA1068623A (en) * 1976-10-19 1979-12-25 Francis S. Somerville Crack arrestor
CH629266A5 (de) * 1977-12-21 1982-04-15 Bureau Bbr Ltd Kabel mit kabelhuelle.
DE3005047C2 (de) * 1980-02-11 1983-12-08 Dyckerhoff & Widmann AG, 8000 München Spannbetonbauteil, hergestellt nach dem Spannverfahren ohne Verbund
JPS61242221A (ja) * 1985-04-16 1986-10-28 Kensetsu Kiso Eng Kk 定着アンカ−
JPH0772418B2 (ja) * 1988-07-26 1995-08-02 三和土質基礎株式会社 アンカー引張材
GB2223518B (en) * 1988-08-25 1993-01-13 Gkn Colcrete Limited Ground anchorage

Also Published As

Publication number Publication date
DE69016637D1 (de) 1995-03-16
EP0445377A1 (en) 1991-09-11
ES2070980T3 (es) 1995-06-16
JPH0621951Y2 (ja) 1994-06-08
DE69016637T2 (de) 1995-07-20
JPH03115136U (enrdf_load_stackoverflow) 1991-11-27
ATE118053T1 (de) 1995-02-15

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