EP0094908B1 - Zuganker für Gebirgssicherung - Google Patents

Zuganker für Gebirgssicherung Download PDF

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Publication number
EP0094908B1
EP0094908B1 EP83810193A EP83810193A EP0094908B1 EP 0094908 B1 EP0094908 B1 EP 0094908B1 EP 83810193 A EP83810193 A EP 83810193A EP 83810193 A EP83810193 A EP 83810193A EP 0094908 B1 EP0094908 B1 EP 0094908B1
Authority
EP
European Patent Office
Prior art keywords
tension
tension member
bolt according
expansion
design
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
Application number
EP83810193A
Other languages
German (de)
English (en)
French (fr)
Other versions
EP0094908A3 (en
EP0094908A2 (de
Inventor
Erwin Isler
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.)
H Weidmann AG
Original Assignee
H Weidmann AG
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
Priority claimed from CH3023/82A external-priority patent/CH664803A5/de
Application filed by H Weidmann AG filed Critical H Weidmann AG
Priority to AT83810193T priority Critical patent/ATE37742T1/de
Publication of EP0094908A2 publication Critical patent/EP0094908A2/de
Publication of EP0094908A3 publication Critical patent/EP0094908A3/de
Application granted granted Critical
Publication of EP0094908B1 publication Critical patent/EP0094908B1/de
Expired legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E21D21/008—Anchoring or tensioning means
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E21D21/0006—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by the bolt material
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E21D21/0086—Bearing plates
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E21D21/0093—Accessories

Definitions

  • the present invention relates to a tie rod for rock protection according to the preamble of independent claim 1.
  • rock anchors are installed in boreholes that are anchored at the end of the borehole and tensioned at the beginning of the borehole or on the free rock wall using an anchor plate and lag screw.
  • the anchoring member is designed as a deformable body which is supported in the borehole in the deformed state.
  • the anchoring member is designed as a hollow body and the tension member is fastened in an end plate below the hollow body.
  • a viscous mass is pressed into the hollow body by the tension member, which is designed as a tube, so that it lies precisely against the borehole.
  • the tension member which is designed as a tube, so that it lies precisely against the borehole.
  • the hollow body consists of a deformable shell, so there is a further force limitation due to the strength of this shell, and the tension member can under no circumstances be stressed to its own capacity.
  • Another problem is the threaded part of the tension rod for exerting a tensile force by means of a tension nut.
  • the anchoring member 1 consists of a number of expansion bolts 10 which are fastened on the tension member 3 and an equal number of expansion sleeves 20.
  • the expansion bolts 10 are formed from holding wedges 15 which form an angle with the axis of the tension member 3. According to the example shown, this angle is 9 °.
  • FIG. 2 In the area of the largest diameter of the expansion bolts 10 there is a sectional view according to FIG. 2, in which the outline formed by the abutting surfaces of triangular wedges can be seen.
  • FIG. 3 At the smallest circumference of the expansion bolts 10, an image according to FIG. 3 is shown, according to which the expansion bolts 10 practically encircle the tension member 3.
  • the surface of the tension member 3 according to FIG. 4 is provided with sawtooth-shaped circumferential ribs 11 at least in the area of these expansion bolts 10.
  • the steep flank 11a is directed towards the end 12 of the tension member 3, and the flat flank 13 faces it.
  • a tensile force in the direction of arrow a, which acts on the tension member 3 is thus transmitted to the respective expansion bolt 10 via the flat flanks 13.
  • the power transmission takes place gradually and decreases gradually in the tension member and for this the expansion bolts 10 have to absorb a gradually increasing force.
  • the expansion bolts 10 also have an increasing circumference towards the end 12 of the tension member 3, these forces can be absorbed without overstressing the material.
  • the tension member 3 consists of a glass fiber synthetic resin tube with an axial bore 14, and the expansion bolts 10 can consist of thermoplastic material and can be molded directly onto the tension member.
  • the expansion sleeves 20 each consist of six lamellae 21, each of which comprises an expansion bolt 10.
  • the lamellae 21 are wedge-shaped and rest on a holding wedge 15 of an expansion bolt 10 with a surface 25 that is also triangular in cross section.
  • This configuration has the effect that when the expansion bolt 10 and the lamella 21 of the expansion sleeve 20 are displaced relative axially, there is always area-like contact. This allows the tensile force to be distributed over a surface and the surface pressure does not exceed an admissible level at any point.
  • the lamellae 21 are connected to one another circumferentially, for example by means of a hook-shaped tongue and groove, in order to allow relative lateral freedom of movement. This is for the purpose that the expansion sleeves 20 can be widened by axial displacement on the expansion bolts 10.
  • the lamellae 21 have a T-shaped design with a transverse web 22 which tapers with increasing distance from the supporting rib 23. This exerts pressure on the mountain above all in the middle of the lamellae 21 and is less on the outside, so that the mountain bulges more in the middle, and the force can be applied evenly to the rock. This prevents the mountains from erupting next to the segments.
  • the cross section according to FIG. 7 is created at a point between two axially following slats 21. This shows that the longitudinal connection between the following slats 21 is formed with a bark-like bridge section 26.
  • the parts 26 are formed with tongues 27 projecting outwards between each of two successive expansion sleeves 20. These tongues 27 have the task of ensuring that the expansion sleeves 20 are in contact with the rock at all times.
  • the proposed arrangement shows significant advantages: by dividing the expansion bolt 10 into, for example, three holding wedges 15, the force transmission can take place uniformly over a greater length than was the case with only one wedge of the previously known embodiments.
  • the ridge-shaped surfaces 15a, 15b arranged distributed around the circumference of the holding wedges 15 allow the lamellae 21 to always lie on the holding wedges with a constant surface over their entire axial displacement path, so that the same surface pressure always arises.
  • By increasing the length of the power transmission by dividing the expansion bolts 10 larger diameter differences can be mastered, for example a borehole can now vary between 34-40 mm instead of the previous 34-36 mm.
  • the outer surface of the slats can be ribbed or otherwise roughened in order to achieve better adhesion to the rock.
  • an anchoring member 1 of the type described can withstand forces in the order of magnitude of the tensile strength of the tensile member 3.
  • epoxy resin or mortar can be injected, which can also spread outside the tension member 3 without additional injection tubes due to the shape of the lamella 21 with the tapered support rib 23.
  • cylindrical surfaces could also be provided. 2 would then look cycloid-like.
  • the cylindrical surfaces should advantageously have the same diameter as the tension member 3.
  • the two elements 91 and 92 are superimposed on one another with their surfaces 93 and 94 visible in section, and they are pressed together according to the arrows P perpendicular to these surfaces 93, 94. If the first element 91 has a tensile force K1 to the right in the drawing and / or the second element 92 has a tensile force K2 to the left in the drawing, this gives the same arrangement as in the transition point from a tension member to the sleeve.
  • flanks 96 of different lengths are based, with a constant burr height, is to keep the force transmission per unit of tooth length constant. For this reason the elongation of the material was introduced with increasing force from left to right and the lengths of the flanks 96 compared to the assumed original and unloaded length of a comparison rod V corresponding to the tensile force of a force unit, e.g. 1 T on the far left gradually up to ten force units, e.g. B. 10 T far right, stretched.
  • the force K1 decreases uniformly with each step and the second element 92, on the right in the drawing, to which no force acts, pulls on the left in the drawing with the total force K1 on a fictitious fastening, so that conversely the force K2 on this fictitious attachment is effectively the force K1.
  • the force curve in the first element 91 is shown with dotted lines.
  • this knowledge is transferred to the tension member 3.
  • this tension member 3 for example made of fiber-reinforced plastic, is provided with teeth like the first element 91 in FIG. 9.
  • the long flanks 96 and the short flanks 97 are peripheral surfaces.
  • the tension member 3 prepared in this way is provided with a threaded sleeve 40 in an injection mold. This threaded sleeve naturally assumes a complementary shape in the toothed area of the tension member 3 and shows a sectional view according to the second element 92 in FIG. 9.
  • a thread 41 was formed on the outer circumference of the threaded sleeve 40.
  • the shape of the external thread 41 which is a saw thread, is shown in the detail enlargement FIG. 12 of the detail XII in FIG. 10.
  • a tie nut 60 for use with a tie rod of the type described above is described in FIGS. 13 and 14.
  • the tension nut 60 is designed as a sleeve 61 with an internal thread 62.
  • the sleeve 61 is provided with a support flange 64 which is annular and which has a spherical zone-like outer surface 65. Ribs 66 are also present between the support flange 64 and the sleeve 61.
  • the ribs 63, 66 along the sleeve 61 have, for example, a pitch of 15 °, so that there are 24 ribs and the ribs 63, 66 on the flange 64 have, for example, the same pitch.
  • a tension member 3 of the type described in a hole 80 in the rock 81 is shown in Fig. 15.
  • An anchor plate 70 with its central hole 74 is placed on the rock 81 on the borehole 80.
  • This anchor plate 70 is annular.
  • the support surface 77 on which the outer surface 65 of the tension nut 60 rests is concavely curved and shaped as a spherical zone with the same radius as the outer surface 65.
  • ribs 71, 72 which are concentric with one another.
  • the area between these ribs 71, 72 is at least partially filled by slats 75.
  • Such lamellae can be designed as platelets which are arranged in axially parallel planes. These axially parallel planes can be arranged radially or intersect in a honeycomb shape, an arrangement of cylindrical planes and radial planes would also be conceivable.
  • These lamellae 75 form a crumple zone and can be compressed by protruding points 82 on the surface of the rock 81. It can thus be achieved that the anchor plate 70 lies evenly on the rock.
  • the area determined by the free end faces of the lamellae can be curved, by means of which the edge parts of the ribs 71, 72 are connected to one another.
  • the lines of force 91 are accordingly guided in discrete bundles over the long flanks 45 of the toothing onto the threaded sleeve 40 and transmitted practically uniformly via the saw thread 41 to the tension nut 60, where they are concentrated on the outer surface 65 and further onto the anchor plate 70 be transmitted.

Landscapes

  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Piles And Underground Anchors (AREA)
  • Dowels (AREA)
  • Pharmaceuticals Containing Other Organic And Inorganic Compounds (AREA)
  • Electronic Switches (AREA)
EP83810193A 1982-05-14 1983-05-06 Zuganker für Gebirgssicherung Expired EP0094908B1 (de)

Priority Applications (1)

Application Number Priority Date Filing Date Title
AT83810193T ATE37742T1 (de) 1982-05-14 1983-05-06 Zuganker fuer gebirgssicherung.

Applications Claiming Priority (4)

Application Number Priority Date Filing Date Title
CH3023/82 1982-05-14
CH3023/82A CH664803A5 (de) 1982-05-14 1982-05-14 Anordnung zur uebertragung einer kraft und verfahren zur herstellung eines ankerstabes.
CH7614/82 1982-12-29
CH761482 1982-12-29

Publications (3)

Publication Number Publication Date
EP0094908A2 EP0094908A2 (de) 1983-11-23
EP0094908A3 EP0094908A3 (en) 1986-04-02
EP0094908B1 true EP0094908B1 (de) 1988-10-05

Family

ID=25691962

Family Applications (1)

Application Number Title Priority Date Filing Date
EP83810193A Expired EP0094908B1 (de) 1982-05-14 1983-05-06 Zuganker für Gebirgssicherung

Country Status (8)

Country Link
US (1) US4523880A (da)
EP (1) EP0094908B1 (da)
AU (1) AU554035B2 (da)
CA (1) CA1214670A (da)
DE (1) DE3378160D1 (da)
DK (1) DK158106C (da)
ES (1) ES522391A0 (da)
NO (1) NO159678C (da)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3902727A1 (de) * 1989-01-31 1990-08-02 Willich F Gmbh & Co Gfk-gebirgsklebeanker
DE19525610A1 (de) * 1994-07-14 1996-01-18 Johannes Radtke Ankerplatte

Families Citing this family (27)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3329732A1 (de) * 1983-08-17 1985-03-07 Hilti Ag, Schaan Spreizanker
DE3341211A1 (de) * 1983-11-14 1985-05-30 Hilti Ag, Schaan Spreizduebel mit radial ausschwenkbaren spreizzungen
DE3564005D1 (en) * 1985-01-17 1988-09-01 Weidmann H Ag Anchor for wall consolidation in cavity structures
DE3637658A1 (de) * 1986-11-05 1988-05-19 Hilti Ag Spreizduebel mit zwei unterschiedlichen spreizkonen
NO900391L (no) * 1989-02-06 1990-08-07 Weidmann H Ag Fremgangsmaate, forankringselement og spennanordning til oppspenning av en stang.
US5018919A (en) * 1989-04-15 1991-05-28 Bergwerksverband Gmbh Combined rigid profile and stretching roof bolt with expansion element
US5192169A (en) * 1991-11-12 1993-03-09 Simmons-Rand Company Friction rock stabilizer
DE4400644A1 (de) * 1994-01-12 1995-07-13 Willich F Berg Bautechnik Verspannbarer GfK-Gebirgsanker
CN1144550A (zh) * 1994-03-25 1997-03-05 杜邦公司(澳大利亚)分公司 岩栓
IL131859A0 (en) * 1998-01-13 2001-03-19 Reichelt Roland Multipart dowel for a removable anchor
AUPP787098A0 (en) * 1998-12-23 1999-01-21 Ani Corporation Limited, The Post anchor
WO2000047871A1 (en) * 1999-02-11 2000-08-17 Grant Spencer Gore Rock anchor
DE19955684A1 (de) * 1999-11-19 2001-05-23 Hilti Ag Ankerstange für Verankerungen mit organischen und/oder anorganischen Mörtelmassen
DE10134734A1 (de) * 2001-08-04 2003-02-13 Fischer Artur Werke Gmbh Spreizdübel
AU2004203876B9 (en) * 2003-08-18 2010-04-01 Fero Strata Systems Pty Ltd Yielding rock bolt
US7503396B2 (en) * 2006-02-15 2009-03-17 Weatherford/Lamb Method and apparatus for expanding tubulars in a wellbore
PE20120598A1 (es) * 2008-12-23 2012-06-17 Hani Sabri Mitri Perno de cable con manga
ZA201002116B (en) * 2009-03-26 2010-12-29 Jennmar Corp Engagement head for tensioning assembly
CN102094660B (zh) * 2010-12-24 2013-06-05 西安科技大学 大倾角煤层长壁开采区段巷道整体高强度柔性支护方法
US8579551B2 (en) * 2011-01-17 2013-11-12 Mark Sanders MSE anchor system
RU2554254C1 (ru) * 2014-03-31 2015-06-27 Владимир Константинович Гаврилов Клиновой зажим
US10047777B2 (en) 2014-07-15 2018-08-14 Howa Corporation Anchor bolt
ZA201608231B (en) * 2016-11-28 2019-01-30 Orica Mining Services South Africa Pty Ltd Coupled self-drilling rock bolt
CN108756975B (zh) * 2018-05-24 2024-02-02 河南理工大学 一种新型锚固装置用抗剪护管及其安装方法
CN109443954B (zh) * 2018-12-24 2024-01-16 湖南大学 一种桩或锚与岩土体界面多工况扭剪特性测试装置及方法
CN114352331B (zh) * 2021-11-16 2024-02-09 重庆大学 让抗一体吸能防冲锚杆及其抗冲击方法
EP4257795A1 (en) * 2022-04-08 2023-10-11 Sandvik Mining and Construction Australia (Production/Supply) Pty Ltd A rock bolt

Family Cites Families (16)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CA645314A (en) * 1962-07-24 I. Williams Chester Rock anchor
GB396093A (en) * 1932-01-27 1933-07-27 Henry Lewis Guy Improvements relating to nuts and bolts
US2879686A (en) * 1952-10-31 1959-03-31 Ohio Brass Co Anchor bolt having test rod to indicate tension changes
FR1197548A (fr) * 1957-07-10 1959-12-01 Raccord pour barres en acier destinées à armer et à mettre le béton sous contrainte
FR1327230A (fr) * 1962-04-05 1963-05-17 Anciens Etablissements Goldenb Dispositif d'ancrage et appareil de serrage de ce dispositif
US3349662A (en) * 1965-06-23 1967-10-31 Chester I Williams Rotatively-set anchor assembly for a mine bolt
FR89582E (fr) * 1966-02-21 1967-07-13 Perfectionnement apporté aux dispositifs d'appui pour boulons de soutènement
US3469407A (en) * 1967-12-22 1969-09-30 Ohio Brass Co Mine roof support
US3837258A (en) * 1970-02-03 1974-09-24 C Williams Rock bolts
CH583345A5 (en) * 1974-04-20 1976-12-31 Langensiepen Max Upat Kg Conical unit wall tie insertable in hole - has spreader and clamp units fitting againststop ledge and cone slope
SE384071B (sv) * 1975-03-19 1976-04-12 Ericsson Telefon Ab L M Anordning vid en expanderbult
US4011787A (en) * 1975-06-20 1977-03-15 White Lewis P Mine roof bolt assembly
US4112693A (en) * 1976-09-30 1978-09-12 Kaiser Steel Corporation Mine roof support plate
US4362449A (en) * 1979-11-30 1982-12-07 Maclean-Fogg Company Fastener assemblies
US4347020A (en) * 1980-01-02 1982-08-31 Birmingham Bolt Company Mine roof bolt assembly
AU6804381A (en) * 1980-03-11 1981-09-17 Titan Manufacturing Co. Pty. Ltd., The Rock bolt assembly

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3902727A1 (de) * 1989-01-31 1990-08-02 Willich F Gmbh & Co Gfk-gebirgsklebeanker
DE19525610A1 (de) * 1994-07-14 1996-01-18 Johannes Radtke Ankerplatte

Also Published As

Publication number Publication date
DK158106C (da) 1990-08-20
DK215583A (da) 1983-11-15
AU1453183A (en) 1983-11-17
ES8404462A1 (es) 1984-05-01
DK215583D0 (da) 1983-05-13
ES522391A0 (es) 1984-05-01
DK158106B (da) 1990-03-26
NO159678C (no) 1989-01-25
CA1214670A (en) 1986-12-02
US4523880A (en) 1985-06-18
DE3378160D1 (en) 1988-11-10
NO159678B (no) 1988-10-17
EP0094908A3 (en) 1986-04-02
NO831500L (no) 1983-11-15
AU554035B2 (en) 1986-08-07
EP0094908A2 (de) 1983-11-23

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