EP1533471B1 - Boulon d'ancrage déformable - Google Patents

Boulon d'ancrage déformable Download PDF

Info

Publication number
EP1533471B1
EP1533471B1 EP20040104841 EP04104841A EP1533471B1 EP 1533471 B1 EP1533471 B1 EP 1533471B1 EP 20040104841 EP20040104841 EP 20040104841 EP 04104841 A EP04104841 A EP 04104841A EP 1533471 B1 EP1533471 B1 EP 1533471B1
Authority
EP
European Patent Office
Prior art keywords
anchor
sliding
engagement
external thread
rod
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
EP20040104841
Other languages
German (de)
English (en)
Other versions
EP1533471A1 (fr
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.)
Friedr Ischebeck GmbH
Original Assignee
Friedr Ischebeck GmbH
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 Friedr Ischebeck GmbH filed Critical Friedr Ischebeck GmbH
Publication of EP1533471A1 publication Critical patent/EP1533471A1/fr
Application granted granted Critical
Publication of EP1533471B1 publication Critical patent/EP1533471B1/fr
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

Links

Images

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

Definitions

  • the present invention relates to a sliding anchor, in particular self-drilling Gleitinjedgingsanker, comprising at least one externally threaded anchor rod and at least one Gleitankerkopf which is displaceable along the anchor rod to overcome a sliding resistance, wherein the Gleitankerkopf one or more of an engagement in the external thread for screwing the Gleitankerkopfes Has engagement elements adapted to the anchor rod and wherein the engagement when exceeding a certain sliding resistance, d. H. upon reaching a limit load, to achieve the displaceability is yielding.
  • Such sliding anchors are used in the construction of cavities in particular pressure rock.
  • excesses in strength may occur, which may occur with corresponding, i. d. R. comparatively far into the underground reaching shifts are connected.
  • cavity protection by means of flexible shoring correspondingly displaceable linings of the cavity can be anchored to said sliding anchors, tearing off of the sliding anchor head by its displaceability in overcoming a limit load along the first protruding into the cavity anchor head bar is avoided.
  • a sliding anchor is out of the DE 3507089 A1 known.
  • the sliding resistance ie the ultimate load of the sliding anchor, when they reach or exceed the Gleitankerkopf is displaceable on the anchor rod, produced by a multi-stage machining of the external thread of the anchor rod by the Gleitankerkopf.
  • the cutting edges required for this purpose are provided on separate Zerspanungssegmenten which are pressed for mounting the Gleitankerkopfes conically in its housing. This means that after positioning the Gleitankerkopfes still to achieve the required sliding resistance with the pressing of the Zerspanungssegmente on site another step necessary is.
  • the cutting edges are formed directly in the housing of the sliding anchor head, but no (pre-) setting a desired sliding resistance is possible.
  • the known variants have in common that on the one hand comparatively complicated production of Gleitankerkopfes also there is the danger that the machining, ie, the sliding resistance is adversely affected by tilting of the anchor head and by wear of the cutting edges.
  • a sliding anchor of the type mentioned is in the prior art US 4,630,971 A known.
  • the engaging elements provided there are threaded or dome-shaped and have no adjustment.
  • Out DE 33 42 746 A1 is a method for achieving a resilient connection between a metallic rod-shaped body and an enforced by this holder and a device for carrying out said method known.
  • the document proposes that a rod-shaped body passes through a holder in the bore of one or more shear bodies protrude. It is proposed there that the rod-shaped body has at least one point an abutment for a shear body.
  • the present invention seeks to provide a sliding anchor of the type mentioned production and use advantageous.
  • the one or more engagement elements are pin-shaped and their depth of engagement in the external thread a is adjustable.
  • a sliding anchor is created, the sliding anchor head can be easily screwed on the anchor rod for positioning and possibly for biasing the sliding anchor, the function of overload protection by slidability when exceeding a limit load from the beginning, ie without additional work, available and
  • a simple, thus inexpensive and robust construction is possible.
  • the term "stiff-like” stands for designs that allow a thread engagement at the local threaded engagement, such as pins with round or polygonal cross-section, with a further possible conical, rounded or cross-sectionally continuous pin end.
  • a ball or the like which is held in the Gleitankerkopf suitable for engagement in the external thread.
  • the resilience of the invention can in principle consist on the one hand on the side of the engagement element, which can be employed, for example, resiliently against the thread ribs of the external thread of the anchor rod.
  • said compliance is provided by the external thread of the anchor rod.
  • the engagement element causes when exceeding the specific sliding resistance of the Gleitankerkopfes, ie upon reaching a predetermined limit load of the sliding anchor with its engaging in the external thread engagement profile to achieve the compliant engagement, a displacement of the outer thread rib.
  • the displacement is preferably achieved in that an engagement element has a relation to the external thread higher craft or hardness and it comes overcoming the predetermined sliding resistance by reaching the ultimate load of the sliding anchor for plowing or shear through the male thread in the anchor longitudinal direction by the engagement profile.
  • an elastic deformation and then a flow of the material of the outer thread rib is based is achieved over a cutting the advantage that a wear is practically impossible and even a tilting of the threaded engagement is of little influence.
  • the thread groove of the external thread which follows the displaced thread rib, provides enough space for receiving the displaced amount of material, so that no elaborate separate Abbignuten are necessary.
  • the sliding anchor head can be adapted in many ways to a certain desired sliding resistance on the anchor rod, in particular also in the form that the sliding resistance is variably adjustable.
  • the engagement depth of the engagement element or the engagement elements in the external thread is adjustable.
  • the engagement element in the slider anchor can pass through a hole to be assigned to the anchor rod and be held longitudinally adjustable therein by means of adjustment threads and preferably be lockable with a lock nut. In this way, a comparatively low sliding resistance can be set by a smaller engagement depth and a comparatively higher sliding resistance by a larger engagement depth.
  • the depth of engagement of the engagement element in the external thread is approximately equal to or slightly smaller than the thread depth of the external thread.
  • Number of engagement elements is arranged on the Gleitankerkopf for engagement in the external thread.
  • an adjustment of the sliding resistance is also achieved by means of a suitable adaptation of the profile width of the engagement element, i. For example, the cross-sectional diameter, possible.
  • An expedient design of the sliding anchor can also be according to the invention that in Gleitankerlteilscardi the thread rib distance of External thread with a corresponding cross-sectional position is greater than the extension of the engagement member, wherein the thread rib distance may preferably be about two to three times the extension of the engagement member in the longitudinal direction.
  • this increases the receiving space in relation to the displaced material, and on the other hand, the advantage over the sliding anchor of uniform external thread can be that the shear strength of a mortar of the anchor is also improved.
  • the Gleitankerkopf has at least two engagement elements, which are held with respect to the external thread of the anchor rod in mutually unequal phase position, so that in Gleitankerlijnscardi a total of practically clearance-free engagement of the Gleitankerkopfes is obtained in the external thread of the anchor rod.
  • two engagement elements which have conical tips at their engagement end, be held on the Gleitankerkopf, that the apex of the first engagement element on the one (eg. Left) thread flank of the external thread and the apex of the second engagement element with respect to the Gewindeverlaufes other (ie then, for example, right) thread flank abuts.
  • the profile cross section and the spacing between the external thread ribs and the number, phase position and engagement profile of the engagement elements can be adjusted such that at any time at least one of the engagement elements in the loading direction is in an engaged or displaced position relative to the externally threaded rib, so that the sliding resistance along the Gleitweges is continuously effective.
  • the thread rib of the external thread has a substantially trapezoidal cross-section, wherein the lateral trapezoid flanks, in particular rounded, merge into the thread root.
  • the foot ends of the trapezoidal flanks can be included in the thread profile to be displaced, with respect to an engagement element between two displacement profiles a displacement-free space remains.
  • a vote is also possible in such a way that over the entire Gleitweg an equal or at least approximately the same sliding resistance is effective.
  • two pairs of two mutually circumferentially engaging elements are provided on the Gleitankerkopf whose pairs connecting lines of the engagement elements intersect each other in projection perpendicular, and that the engagement elements of a respective same pair to each other in-phase and each different pairs to achieve a play-free threaded engagement are arranged in phase with respect to the external thread.
  • engagement elements each offset by a quarter turn on the circumference and in pairs by about half the thread pitch of the pipe anchor, which can be adjusted with a thread gauge so that the engagement ends, for example, cone tips, abut each opposite thread flanks
  • the sliding nut can be adjusted, for example, to a maximum load in GleitankerlCode in the range of 50 to 100 kN, preferably to a maximum load of 70 kN, which remains about the Gleitweg about the same, so that when sliding no jerky compliances or shocks occur.
  • the engagement element or its engagement end (for example, cone tip) can preferably be hardened so that no wear occurs when the external thread penetrates through.
  • the external thread of the anchor rod extends continuously over its entire length, so that the required for the expected convergence of the mountains Gleitweg the Gleitankerkopfes can be achieved by a correspondingly sufficient length of the anchor rod.
  • the sliding path can also be limited by providing an end stop, for example by means of a ball collar nut screwed onto it. The convergences of the mountains are clearly visible through the glide path (furrows).
  • the sliding anchor in addition to the aforementioned anchor rod still includes a number of other anchor rods with corresponding and over the length passing external thread, so that all anchor rods are connected by means of coupling nuts with matching internal thread.
  • at least the anchor rod associated with the sliding movement of the anchor rod of duplex steel preferably of duplex steel with the properties explained in more detail below and further preferably of duplex steel with the international material no. 1.4462, exists. Due to the thereby high elastic and plastic deformation capacity, the end regions formed during displacement of a thread rib section are displaced into the following thread groove with continuous displacement resistance, whereby a sliding resistance that is surprisingly uniform over the sliding path is obtained.
  • the sliding anchor comprises at least one anchor foot rod section, in particular at least one first anchor rod, and at least one anchor head rod section, which is formed by the anchor rod mentioned above, and at least the slide anchor head mentioned above, the sliding anchor head along the anchor rod section, overcoming a sliding resistance is displaceable in Gleitankerlteilsraum.
  • the anchoring section represents the longitudinal section of the anchor, in which, for example, a compression with injection fluid (eg cement milk) or sticking takes place in the borehole.
  • a compression with injection fluid eg cement milk
  • the sliding anchor head is adapted to a certain sliding resistance on the anchor head rod section, in particular on the further anchor rod, wherein the sliding resistance is the armature clamping force limits that in the Ankerfußstangenabites, in particular in the first anchor rod, maximum resulting stress is less than or equal to about the local material elastic limit and that at least the Ankerfußstangenabites consists of a material whose yield ratio is between 0.5 and 0.7.
  • the armature footstep section assigned to the deepest borehole is the section of the sliding anchor in which the anchoring takes place in the borehole.
  • the anchoring takes place in that is injected through a continuous anchor in the longitudinal direction injection channel and the outlet openings in the drill bit a Verpressfluid, such as. Cement milk, starting from the well bottom, preferably further rotation of the armature in the wellbore.
  • the anchor rod section is the longitudinally opposite, ie the borehole mouth associated anchor section.
  • the anchor foot rod section and the anchor head rod section can basically be provided either on a common, ie continuous anchor rod or, as preferred within the scope of the present invention, on different anchor rods. The latter can in turn be connected to one another either adjacent or with the interposition of further anchor rods, for example by coupling elements.
  • the elastic limit of the anchor foot material may be the so-called yield strength or the lower yield strength.
  • the material elastic limit of Ankerfußstangenabites is two to five times, more preferably about 2.5 times, the maximum resulting in the Ankerfußstangenabites voltage. This means that at preloaded anchor and additional shifts of the substrate on the Ankerfußstangenabites initially only cause a slight elastic elongation, which advantageously also the risk of damage to the Scherverbundes by the Verpress stresses, Verpress stresses by the Verpress stresses, Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress stresses by the Verpress
  • the shear stress between armature root rod section and shear composite medium resulting from the determined sliding resistance of the sliding anchor head is less than the shear strength between armature root bar section and finally cured shear composite medium, especially that it is from 20 to 80%, more particularly about 50%, of said shear strength.
  • At least the anchor rod in the region of the Ankerfußstangenab Kunststoffes consists of a material whose yield ratio (ie the ratio of yield strength, to yield strength to breaking load) is about 0.6.
  • yield ratio ie the ratio of yield strength, to yield strength to breaking load
  • an anchor rod provided at the anchor foot would reach the 0.2% yield strength only at an assumed anchor tensile stress of approximately 175 kN, while the breaking load with an anchor force of approximately 300 kN and 13.5 % Elongation is still significantly higher.
  • the sliding resistance of the sliding anchor head along the anchor rod in the region of the anchor head rod section can preferably be adapted to a maximum load in the longitudinal direction of 70 kN.
  • a material for the Ankerfußstangenabites as well as in particular for other anchor sections is in particular a heat-treated austenitic steel with a high plastic extensibility or austenitic-ferritic steel, in particular a so-called duplex steel with the international material no. 1.4462, to take into account.
  • the high plastic extensibility tensile stresses in the region of the anchoring route, which are imposed on the anchor steel on the displacements of the substrate with appropriate choice of the anchor length of the Stahlzugglied be taken with sufficient safety distance.
  • an embodiment of the sliding anchor can offer advantages in which a free play section is provided between a compression section or anchor foot section and an anchor head section, which has a substantially smooth outer surface.
  • a shear connection with the borehole wall is thereby deliberately avoided, so that a free elongation of the armature between the press section and the anchor head is made possible and can be compensated by the anchor larger displacement paths of the pressure rock without overloading the shear compound in the Verpressabêt.
  • An expedient development of the sliding anchor is also possible because the Ankerfußstangenab mustard, the anchor head rod section and in particular the free play section are provided on separate anchor rods which have a similar, over the length of continuous external thread and are connectable by means of coupling nuts with matching internal thread.
  • Suitable are, for example, round thread, trapezoidal thread or the like, which are preferably rolled up on the rod outside.
  • the thread ribs may have a groove in the vertex, as this example.
  • a correspondingly modular sliding anchor can be used in shots, which are connected by coupling nuts, even in tight spaces.
  • the anchor rod outer thread to achieve a smooth outer surface of an envelope, in particular of a PVC hose is sheathed.
  • the PVC hose can first be expanded, for example, with compressed air, pushed onto the anchor rods in corresponding lengths and then shrunk by switching off the pressure, whereupon the introduction into the ground takes place in shots.
  • the anchor rods in the longitudinal direction each have a continuous hollow cross-section with, for example, circular or polygonal shape.
  • a known per se injection or shear composite medium such as. Cement Milk
  • anchor rods can also be used with a solid cross-section, wherein the sliding anchor can then be anchored by means of adhesive introduced separately into the borehole.
  • Fig. 1 shows in a sectional longitudinal view of a preferred embodiment of the sliding anchor according to the invention, which is already anchored in a surrounded by mountains 2 borehole 3.
  • the sliding anchor 1 is a self-drilling Gleitinjekomsanker that was introduced as a system anchorage in several shots of a secured, not shown cavity starting through a concrete wall 4 into the mountains 2.
  • the sliding anchor 1 has, facing the well bottom 5, a drill bit 6, which is first screwed with an internal thread on an anchor rod shown cut 7 with matching external thread.
  • the anchor rod 7 has a centrally in the longitudinal direction through cavity 8, which is in the drill bit 6 in conjunction with another cavity, which branches to several distributed on the circumference of the drill bit 6, not shown outlet openings out.
  • corresponding anchor rods 7 connect to the aforementioned anchor rod 7.
  • Longitudinally adjacent anchor rods 7 are connected by a respective coupling nut 10, which screwed to the external thread of the anchor rods 7 matching internal thread on the respective ends are.
  • the overall length achieved by the sliding anchor 1 is dimensioned such that it projects with a free end 11 of a terminating anchor rod 7 via the concrete wall 4 in the cavity to be secured, for example. Tunnels.
  • the free end 11 is in Fig. 1 shown broken to indicate that the free end may also have a different length as needed.
  • the compression of the shear composite medium 12 can be carried out under continuous armature rotation, whereby as anchoring a shear bond between sliding anchor, in particular the external thread of the anchor rods, and Scherverbundmedium on the one hand and Scherverbundmedium and mountains on the other.
  • a sliding anchor head 16 is screwed onto the anchor rod 7 in the region of the free end 11 according to the present invention, so that it presses against a supporting itself on the concrete wall 4 dome plate 17.
  • the Gleitankerkopf 16 also has the property that he overcoming a certain preset sliding resistance of his on the Anchor rod 7 screwed starting position in Gleitankerlijnscardi L is displaceable, wherein the underlying mode of action will be discussed separately below.
  • a longitudinal displacement of the Gleitankerkopfes 16 by pushing the mountains 2 is limited only by an end stop 18, which is formed in the example as a screwed onto the anchor rod 7 ball collar nut.
  • anchor rods 7 between the coupling nuts 10 are sheathed with lengths of PVC tube 19, so that no shear bond with the grout body 13 is due to the smooth outer surface and thus a free play of the anchor in Longitudinal direction with respect to mountains 2 and concrete wall 4 is possible.
  • the corresponding longitudinal section of the sliding anchor 1 is therefore referred to in the context of the present invention as a free play section S.
  • an anchor foot rod section F At this closes to the borehole deepest 5 an anchor foot rod section F, over which the shear bond between the sliding anchor 1 through the grout 13 through to mountains 2 is formed.
  • the free play section S is adjoined by the so-called anchor head rod section K, to which the sliding anchor head 16 is assigned, to the cavity to be secured.
  • anchor rods 7 may also have different lengths, or that in the different sections in principle, a different number of anchor rods 7 is possible.
  • Ankerfußstangenabterrorism, free play section and anchor head rod portion may, as in the example chosen, consist of a respective integer number of anchor rod 7.
  • overlaps and possibly even an anchor rod extending over all sections are conceivable.
  • For ease of handling with respect to individual anchor rods 7 a length of, for example. 2 meters appropriate.
  • the sliding anchor head 16 is preferably adapted to achieve a certain sliding resistance on the anchor head bar portion K, which limits the armature clamping force such that the resulting tension in the armature foot bar portion F is less than or at most approximately equal to the material elastic limit of the anchor foot rod portion F.
  • the Gleitankerkopf 16 is tuned to the anchor rod rod portion K forming anchor rod 7 that he from reaching or exceeding a compressive force of the concrete wall 4 against the dome plate 17 and sliding sleeve of 70 kN while maintaining the sliding resistance on the anchor rod 7 in the direction on the end stop 18 is longitudinally displaceable.
  • the anchor rod (s) of the Ankerfußstangenabiteses F made of duplex steel material no. 1.4462, experienced at one of the anchor rod 7 of the anchor rod section K corresponding cross section even at an anchor force of about 175 kN, ie about 2.5 times the selected sliding resistance, an elastic strain of less than 1%, which is below the material elastic limit of used duplex steel is located.
  • example stands as Fracture protection initially up to at least 2.5 times the Ankervorspannkraft an elastic expansion behavior made of duplex steel anchor rods available. Due to the low yield ratio of duplex steel in the example chosen, even further stress can be endured by subsequent plastic deformation up to a breaking load of about 4 times the sliding resistance selected on the sliding anchor head 16. In the longitudinal direction under certain circumstances in sliding anchor 1 and 2 mountains different strains are compensated in the free play section S by the longitudinal displacement.
  • the anchor rods 7 in the free play section S and / or in the anchor head rod section K may also consist of an austinitic-ferritic material, such as, for example, duplex steel.
  • Fig. 2 shows the Gleitankerkopf 16 of in FIG. 1 shown Gleitankers 1 in a contrast enlarged sectional view along section line II-II, wherein the dome plate 17 is not shown. Further shows Fig. 3 one too Fig. 2 vertical sectional view along section line III-III in Fig. 2 ,
  • the sliding anchor head 16 has a sleeve 20 with through hole 21. This has a substantially smooth inner wall and is dimensioned in diameter to allow a displacement in the longitudinal direction L slightly larger than the external thread 22 of the anchor rod 7.
  • the sleeve 20 has in its wall on the circumference by a quarter turn to each other offset threaded holes 23, in each of which an engagement member 24, in the selected example depending on a hardened stud, is screwed radially.
  • the engagement elements 24, facing the anchor rod 7, each have a conical tip 25 with a flattened end, which can be brought into engagement with the external thread 22 of the anchor rod 7 when screwed into the threaded bores 23.
  • an engagement depth which is approximately equal to the thread depth of the external thread 7, so that the flattened end of the conical tips 25 the thread base 26 of the external thread 7 is not or hardly noticeably touched.
  • the set depth of engagement and at the same time support the engagement elements 24 is secured by a respective lock nut 27.
  • the conical tips 25 are supported in the longitudinal direction L only on one side on the external thread 22, wherein along the extending through the support section lines VIa-VIa and VId-VId in the longitudinal direction L, the thread lip distance A greater than the extension E of Engagement element 24 is.
  • the position of the sleeve 20 in the longitudinal direction L on the anchor rod 7 coincides, the two in Fig. 2 shown, opposing engagement elements 24 in the direction of both right and in Fig.
  • the profile of the engagement end can in particular also be designed so that the above-described backlash-free and suitable for screwing engagement automatically results when the engagement elements until just a slight touch of the thread root 26, ie screwed to a just noticeable increase in torque.
  • the described Gleitankerkopf 16 can be pre-assembled on the anchor rod 7 on the one hand in such a way that the sleeve 20 is pushed freely in the longitudinal direction L in a desired position and the engagement elements 24 are only screwed there.
  • the engagement elements 24 can also be pre-mounted on the sleeve 20 with this screwed onto the anchor rod 7.
  • the internal thread is thus hinted generated by the four hardened, radially screwed studs, which are each offset by a quarter turn on the circumference and in pairs about half the pitch of the drill anchor in the axial direction.
  • the stud bolts can be adjusted in particular with a thread gauge so that the cone tips abut respectively opposite thread flanks of the thread rib 28 and at the fillets in the foot area.
  • the respective system is associated in the longitudinal direction L with a positive connection, so that when inserted engaging elements 24, a longitudinal displacement of the sliding anchor head 16 on the anchor rod 7 is initially prevented without a simultaneous rotation.
  • the pitch of the threaded rib 28 is selected so that a self-locking threaded engagement is formed, ie an axial force acting on the sliding anchor head 16 in the longitudinal direction L does not automatically lead to a rotation.
  • the positive locking in both possible load directions is maintained until reaching an axial force of about 70 kN.

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)
  • Joining Of Building Structures In Genera (AREA)
  • Piles And Underground Anchors (AREA)

Claims (23)

  1. Boulon d'ancrage coulissant, en particulier boulon d'ancrage coulissant à injection, présentant au moins un corps de boulon d'ancrage (7) pourvu d'un filet externe (22) et au moins une tête de boulon d'ancrage coulissant (16), qui peut être déplacée le long du corps de boulon d'ancrage (7) en surmontant une résistance au coulissement, dans lequel la tête de boulon d'ancrage coulissant (16) présente un ou plusieurs éléments de prise (24) qui peut ou peuvent être ajustés à une prise dans le filet externe (22) pour visser la tête de boulon d'ancrage coulissant (16) sur le corps de boulon d'ancrage (7) et dans lequel la prise, lors du dépassement d'une certaine résistance au coulissement, est flexible pour assurer la capacité de déplacement, caractérisé en ce que le ou les éléments de prise (24) est ou sont conformés en broche et leur profondeur de prise dans le filet externe (22) est réglable.
  2. Boulon d'ancrage coulissant selon la revendication 1, caractérisé en ce qu'au moins un élément de prise (24) provoque avec son profil de prise, lors du dépassement de la résistance au coulissement déterminée de la tête de boulon d'ancrage coulissant (16), un dégagement de l'arête de filet externe (28) pour assurer la prise flexible.
  3. Boulon d'ancrage coulissant selon une ou plusieurs des revendications précédentes, caractérisé en ce que la profondeur de prise de l'élément de prise (24) dans le filet externe (22) peut être réglée en continu.
  4. Boulon d'ancrage coulissant selon une ou plusieurs des revendications précédentes, caractérisé en ce que l'élément de prise (24) traverse dans la tête de boulon d'ancrage coulissant (16) un alésage tourné vers le corps de boulon d'ancrage (7) et y est maintenu réglable en longueur au moyen d'un filet de réglage.
  5. Boulon d'ancrage coulissant selon une ou plusieurs des revendications précédentes, caractérisé en ce que la profondeur de prise de l'élément de prise (24) dans le filet externe (22) est plus ou moins égale ou un peu plus petite que la profondeur du filet externe (22).
  6. Boulon d'ancrage coulissant selon une ou plusieurs des revendications précédentes, caractérisé en ce qu'il est prévu une pluralité d'éléments de prise (24) distribués dans la direction périphérique de la tête de boulon d'ancrage coulissant (16), en particulier de manière uniforme.
  7. Boulon d'ancrage coulissant selon une ou plusieurs des revendications précédentes, caractérisé en ce que, dans la direction longitudinale (L) du boulon d'ancrage coulissant, la distance (A) des arêtes du filet externe est plus grande que l'extension (E) de l'élément de prise (24), en particulier environ deux à trois fois plus grande.
  8. Boulon d'ancrage coulissant selon une ou plusieurs des revendications précédentes, caractérisé en ce que la tête de boulon d'ancrage coulissant (16) présente au moins deux éléments de prise (24), qui sont maintenus par rapport au filet externe (22) du corps de boulon d'ancrage (7) en position de phase mutuellement différente de sorte que l'on obtienne, dans la direction longitudinale (L) du boulon d'ancrage coulissant, une prise totalement sans jeu de la tête de boulon d'ancrage coulissant (16) dans le filet externe (22) du corps de boulon d'ancrage (7).
  9. Boulon d'ancrage coulissant selon une ou plusieurs des revendications précédentes, caractérisé en ce qu'il est prévu, sur la tête de boulon d'ancrage coulissant (16), deux paires d'éléments de prise (24) en regard l'une de l'autre sur la périphérie, les lignes de liaison des éléments de prise (24) se coupant par paire perpendiculairement en projection, et en ce que les éléments de prise (24) d'une même paire respective sont agencées avec la même phase mutuelle et, respectivement, les différentes paires sont agencées avec une phase différente pour obtenir une prise de filet sans jeu par rapport au filet externe (22).
  10. Boulon d'ancrage coulissant selon une ou plusieurs des revendications précédentes, caractérisé en ce que le filet externe (22) du corps de boulon d'ancrage (7) s'étend en continu sur toute sa longueur.
  11. Boulon d'ancrage coulissant selon une ou plusieurs des revendications précédentes, caractérisé en ce que le boulon d'ancrage coulissant (16) comprend un certain nombre d'autres corps de boulon d'ancrage (7) avec un filet externe (22) de même type et s'étendant sur la longueur respective.
  12. Boulon d'ancrage coulissant selon une ou plusieurs des revendications précédentes, caractérisé en ce que le profil du filet externe (22) et la prise de filet de la tête de boulon d'ancrage coulissant (16) formée par un certain nombre d'éléments de prise (24) sont ajustés de sorte qu'une résistance au coulissement, en particulier une résistance au coulissement sensiblement permanente, agisse efficacement et en continu le long de la voie de coulissement.
  13. Boulon d'ancrage coulissant selon une ou plusieurs des revendications précédentes, caractérisé en ce que l'arête du filet externe (22) présente une section transversale sensiblement trapézoïdale, dans laquelle les flancs latéraux du trapèze se fondent en arrondi dans le fond du filet.
  14. Boulon d'ancrage coulissant selon une ou plusieurs des revendications précédentes, caractérisé en ce qu'au moins le corps de boulon d'ancrage (7) affecté à la tête de boulon d'ancrage coulissant (16) pour le déplacement coulissant est formé d'acier duplex, en particulier d'acier duplex correspondant au matériau international numéro 1.4462.
  15. Boulon d'ancrage coulissant selon une ou plusieurs des revendications précédentes, caractérisé en ce que le boulon d'ancrage coulissant (16) comprend au moins une section de corps de pied d'ancrage (F), en particulier au moins un premier corps d'ancrage (7), et au moins une section de corps de tête de boulon d'ancrage (K), qui est formée du corps de boulon d'ancrage (7) selon la revendication 1, ainsi qu'au moins la tête de boulon d'ancrage coulissant selon la revendication 1, qui peut se déplacer le long de la section de corps de tête de boulon d'ancrage en surmontant une résistance au coulissement dans la direction longitudinale du boulon d'ancrage coulissant, dans lequel la tête de boulon d'ancrage coulissant (16) est ajustée à une résistance au coulissement déterminée sur le corps d'ancrage de la section de corps de tête de boulon d'ancrage (K), en ce que la résistance au coulissement limite la force de tension du boulon d'ancrage de sorte que la tension qui en résulte au maximum dans la section de corps de pied de boulon d'ancrage (F), en particulier dans le premier corps de boulon d'ancrage (7), soit plus petite ou au maximum approximativement égale à la limite d'élasticité du matériau en question, et en ce qu'au moins la section de corps de pied de boulon d'ancrage (F) est constituée d'un matériau dont le rapport de limite d'élasticité se situe entre 0,5 et 0,7.
  16. Boulon d'ancrage coulissant selon la revendication 15, caractérisé en ce que la limite d'élasticité du matériau de la section de corps de pied de boulon d'ancrage (F) atteint deux à cinq fois, en particulier, environ 2,5 fois, la tension maximale résultant dans la section de corps de pied de boulon d'ancrage (F).
  17. Boulon d'ancrage coulissant selon une ou deux des revendications 15 et 16, caractérisé en ce que le boulon d'ancrage coulissant (16) peut être ancré dans le trou d'ancrage (3) sur la section de corps de pied de boulon d'ancrage (F) au moyen d'un milieu composite de cisaillement (12), notamment du ciment ou de la colle, et en ce que la sollicitation au cisaillement due au maximum à la résistance au coulissement de la tête de boulon d'ancrage coulissant (16) entre la section de corps de pied de boulon d'ancrage (F) et le milieu composite de cisaillement est plus petite que la résistance au cisaillement entre la section de corps de pied de boulon d'ancrage (F) et le milieu composite de cisaillement durci et atteint en particulier 20 à 80 %, tout particulièrement environ 50 % de ladite résistance au cisaillement.
  18. Boulon d'ancrage coulissant selon une ou plusieurs des revendications 15 et 17, caractérisé en ce qu'au moins la section de corps de pied de boulon d'ancrage (F) est constitué d'un matériau dont le rapport de limite élastique atteint environ 0,6.
  19. Boulon d'ancrage coulissant selon une ou plusieurs des revendications 15 à 18, caractérisé en ce qu'au moins la section de corps de pied de boulon d'ancrage (F) est constituée d'un matériau avec des joints de types austénitiques-ferritiques et en particulier en acier duplex, tout particulièrement en acier duplex avec le matériau international n° 1.4462.
  20. Boulon d'ancrage coulissant selon une ou plusieurs des revendications 15 à 19, caractérisé en ce que le boulon d'ancrage coulissant (1) présente entre la section de corps de pied de boulon d'ancrage (F) et la section de corps de tête de boulon d'ancrage (K) une section à jeu libre (S) avec une surface externe sensiblement lisse.
  21. Boulon d'ancrage coulissant selon une ou plusieurs des revendications 15 à 20, caractérisé en ce que la section de corps de pied de boulon d'ancrage (F) et/ou la section de corps de tête de boulon d'ancrage (K) et/ou la section à jeu libre (S) est ou sont formées respectivement par au moins un corps de boulon d'ancrage séparé (7), dans lequel les corps de boulon d'ancrage présentent un filet externe uniforme continu sur la longueur et sont raccordés au moyen d'écrous de couplage (10) présentant un filet interne qui s'y adapte.
  22. Boulon d'ancrage coulissant selon une ou plusieurs des revendications 15 à 21, caractérisé en ce que, dans la section à jeu libre (S), le filet externe (22) du corps de boulon d'ancrage est enserré par une chemise enveloppante, en particulier un tuyau de PVC (19) pour obtenir une surface externe lisse.
  23. Boulon d'ancrage coulissant selon une ou plusieurs des revendications précédentes, caractérisé en ce que les corps de boulon d'ancrage (7) présentent en continu une section transversale creuse fermée et/ou en ce que l'arête du filet externe présente une rainure dans sa zone supérieure.
EP20040104841 2003-11-22 2004-10-04 Boulon d'ancrage déformable Expired - Lifetime EP1533471B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE2003154729 DE10354729A1 (de) 2003-11-22 2003-11-22 Gleitanker
DE10354729 2003-11-22

Publications (2)

Publication Number Publication Date
EP1533471A1 EP1533471A1 (fr) 2005-05-25
EP1533471B1 true EP1533471B1 (fr) 2012-12-26

Family

ID=34428865

Family Applications (1)

Application Number Title Priority Date Filing Date
EP20040104841 Expired - Lifetime EP1533471B1 (fr) 2003-11-22 2004-10-04 Boulon d'ancrage déformable

Country Status (2)

Country Link
EP (1) EP1533471B1 (fr)
DE (1) DE10354729A1 (fr)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105041355A (zh) * 2015-07-29 2015-11-11 中国科学院武汉岩土力学研究所 拉削式抗岩爆锚杆
CN105114109A (zh) * 2015-09-18 2015-12-02 洛阳中岩工程材料有限公司 一种自钻式中空锚杆注浆接头

Families Citing this family (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP4606463B2 (ja) 2004-09-20 2011-01-05 アトラス・コプコ・マイ・ゲーエムベーハー 可変歪変形ロック・アンカ・ボルト装置
DE102006053141B3 (de) * 2006-11-10 2008-06-19 Atlas Copco Mai Gmbh Verbesserter Gleitanker
DK2247827T3 (da) 2008-02-29 2011-12-19 Atlas Copco Mai Gmbh Forbedret glideanker
RU2448253C1 (ru) * 2008-02-29 2012-04-20 Атлас Копко Май Гмбх Усовершенствованный скользящий анкер
US9845678B2 (en) 2015-05-08 2017-12-19 Normet International Ltd. Locally anchored self-drilling hollow rock bolt
CN115533456A (zh) * 2022-10-10 2022-12-30 陕西欣阳美航实业有限公司 一种防止晃动的矿洞支护装置生产方法
CN119531912A (zh) * 2024-12-31 2025-02-28 安徽理工大学 一种基于气囊压力调节的增阻大变形锚杆

Family Cites Families (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
AT366150B (de) * 1976-11-15 1982-03-10 Powondra Dipl Ing Franz Anker zum abstuetzen einer fels- oder erdwand
AT376009B (de) 1982-12-13 1984-10-10 Powondra Franz Dipl Ing Dr Verfahren zur erzielung einer nachgiebigen verbindung zwischen einem metallischen stabfoermigen koerper und einer von diesem durchsetzten halterung
DE3322346C1 (de) * 1983-06-22 1984-09-13 Klöckner-Becorit GmbH, 4620 Castrop-Rauxel Gebirgsanker
DE3503012A1 (de) 1985-01-30 1986-07-31 Dyckerhoff & Widmann AG, 8000 München Verspannvorrichtung fuer das zugglied eines ankers, insbesondere eines felsankers
DE3507089A1 (de) 1985-02-28 1986-08-28 Paul Pleiger Handelsgesellschaft mbH, 5810 Witten Gebirgsanker
DE4445626A1 (de) * 1994-12-21 1996-06-27 Willich F Berg Bautechnik Injektionsgleitbohranker

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105041355A (zh) * 2015-07-29 2015-11-11 中国科学院武汉岩土力学研究所 拉削式抗岩爆锚杆
CN105041355B (zh) * 2015-07-29 2017-07-28 中国科学院武汉岩土力学研究所 拉削式抗岩爆锚杆
CN105114109A (zh) * 2015-09-18 2015-12-02 洛阳中岩工程材料有限公司 一种自钻式中空锚杆注浆接头

Also Published As

Publication number Publication date
EP1533471A1 (fr) 2005-05-25
DE10354729A1 (de) 2005-06-16

Similar Documents

Publication Publication Date Title
EP0190460B1 (fr) Dispositif d'ancrage pour le membre de traction d'une ancre, notamment d'une ancre de roche
DE102010043769B4 (de) Ankerbaugruppe, insbesondere für den Berg- und Tunnelbau
EP2171179B1 (fr) Fondation forée
EP0546128B1 (fr) Procede et tuyau d'injection pour la pose de boulons d'ancrage
EP3359828B1 (fr) Vis autotaraudeuse ayant une spirale filetee separee et differents pas angulaires partiels
DE102008014700A1 (de) Korrosionsgeschützter Selbstbohranker sowie Verfahren zu dessen Herstellung
DE60114890T2 (de) Herstellungsverfahren für ein bauteil mit gewinde und so hergestelltes bauteil
DE102007005540A1 (de) Verfahren und Injektionsanker mit fixiertem Statikmischer
EP2646625B1 (fr) Élément d'accouplement, notamment pour relier des tiges de boulon d'ancrage
EP0421072B1 (fr) Dispositif pour l'injection d'une résine synthétique dans des fissures dans le béton
EP1533471B1 (fr) Boulon d'ancrage déformable
DE3145923C2 (de) Verspannvorrichtung für das Zugglied eines Ankers, insbesondere eines Felsankers
EP1235988B1 (fr) Vis pour fixer avec un ecart, des panneaux de recouvrement ou des rails sur une infrastructure
EP1397601B1 (fr) Tige d'ancrage
EP0391119B1 (fr) Elément de connexion pour un raccord vissé de boulons d'ancrage à injection auto-forants
DE3320460C1 (de) Nachgiebiger Gebirgsanker
DE102010043765B4 (de) Ankerbaugruppe sowie Verfahren zur Herstellung einer Ankerbaugruppe
EP0015895B1 (fr) Tirant pour l'ancrage d'éléments de construction dans un corps de fondement
EP2354448A2 (fr) Boulon d'ancrage auto-foreur doté d'un joint pour le boulon
DE202008003381U1 (de) Ankermutter für ein Zugglied sowie Anker
EP0739442B1 (fr) Dispositif d'ancrage dans la roche, en plastique arme fibres de verre, pouvant etre tendu
EP0908634B1 (fr) Cheville à enfoncer
EP1680559A1 (fr) Dispositif comprenant une barre en plastique renforce par des fibres et servant a transmettre une charge a travers une couche calorifuge
EP2295719A2 (fr) Elément de fixation et procédé destiné à la fabrication d'un élément de fixation
DE2927953A1 (de) Gebirgsanker

Legal Events

Date Code Title Description
PUAI Public reference made under article 153(3) epc to a published international application that has entered the european phase

Free format text: ORIGINAL CODE: 0009012

AK Designated contracting states

Kind code of ref document: A1

Designated state(s): AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HU IE IT LI LU MC NL PL PT RO SE SI SK TR

AX Request for extension of the european patent

Extension state: AL HR LT LV MK

17P Request for examination filed

Effective date: 20050811

AKX Designation fees paid

Designated state(s): AT CH GR IT LI

REG Reference to a national code

Ref country code: DE

Ref legal event code: 8566

17Q First examination report despatched

Effective date: 20060515

GRAP Despatch of communication of intention to grant a patent

Free format text: ORIGINAL CODE: EPIDOSNIGR1

GRAS Grant fee paid

Free format text: ORIGINAL CODE: EPIDOSNIGR3

GRAA (expected) grant

Free format text: ORIGINAL CODE: 0009210

AK Designated contracting states

Kind code of ref document: B1

Designated state(s): AT CH GR IT LI

REG Reference to a national code

Ref country code: CH

Ref legal event code: NV

Representative=s name: R. A. EGLI AND CO. PATENTANWAELTE, CH

Ref country code: CH

Ref legal event code: EP

REG Reference to a national code

Ref country code: AT

Ref legal event code: REF

Ref document number: 590600

Country of ref document: AT

Kind code of ref document: T

Effective date: 20130115

PLBE No opposition filed within time limit

Free format text: ORIGINAL CODE: 0009261

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: NO OPPOSITION FILED WITHIN TIME LIMIT

26N No opposition filed

Effective date: 20130927

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: IT

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20121226

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: CH

Payment date: 20141013

Year of fee payment: 11

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: AT

Payment date: 20141009

Year of fee payment: 11

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: GR

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20121226

REG Reference to a national code

Ref country code: CH

Ref legal event code: PL

REG Reference to a national code

Ref country code: AT

Ref legal event code: MM01

Ref document number: 590600

Country of ref document: AT

Kind code of ref document: T

Effective date: 20151004

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: LI

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20151031

Ref country code: CH

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20151031

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: AT

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20151004