EP1789634B1 - Spannglied für erdanker - Google Patents

Spannglied für erdanker Download PDF

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Publication number
EP1789634B1
EP1789634B1 EP05773177A EP05773177A EP1789634B1 EP 1789634 B1 EP1789634 B1 EP 1789634B1 EP 05773177 A EP05773177 A EP 05773177A EP 05773177 A EP05773177 A EP 05773177A EP 1789634 B1 EP1789634 B1 EP 1789634B1
Authority
EP
European Patent Office
Prior art keywords
head assembly
coupling
anchorage head
resilient
tendon
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.)
Not-in-force
Application number
EP05773177A
Other languages
English (en)
French (fr)
Other versions
EP1789634A1 (de
Inventor
Richard David Neilson
Andrew Joe Starkey
Ana Ivanovic
Brian c/o Andy Ritson JACKSON
Andy Ritson
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.)
Amec Group Ltd
University of Aberdeen
Original Assignee
Amec Group Ltd
University of Aberdeen
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 Amec Group Ltd, University of Aberdeen filed Critical Amec Group Ltd
Publication of EP1789634A1 publication Critical patent/EP1789634A1/de
Application granted granted Critical
Publication of EP1789634B1 publication Critical patent/EP1789634B1/de
Not-in-force legal-status Critical Current
Anticipated expiration legal-status Critical

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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
    • E02D5/80—Ground anchors
    • E02D5/805—Ground anchors with deformable anchoring members
    • 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
    • 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

  • the present invention relates to an improved anchorage head assembly and in particular to such a head assembly used for monitoring the condition of ground anchorages:
  • ground anchorages are commonly used in the support of engineering structures such as tunnels, retaining walls, mines, dry docks, dams, and prestressed structures.
  • Ground anchorages of this sort can be subdivided into a number of different types.
  • rock bolt assemblies where there is usually a single tendon, in the form of a solid bar.
  • Figure 1 shows such a rock bolt assembly.
  • the rock bolt assembly includes a single tendon 1, in the form of a solid bar, having a free anchor length 2 namely, one that is free from the surrounding rock 3, and a fixed anchor length 4 which is set into the surrounding rock.
  • the bolt may be bonded using resin or cement grout or can be mechanically locked into place using an expanding sleeve.
  • a domed bearing plate 6 includes a hemispherical washer 5 and nut that is threadingly engaged with a threaded section 7 of the tendon 1.
  • the washer 6 rests in a recess in the bearing plate 6 so that the washer and the plate effectively provide a ball joint so that the plate can align with the rock surface without distorting the bolt. This arrangement serves to mitigate mis-alignment of the plate 6 relative to the tendon.
  • strand anchorages of the sort shown in Figure 2 where the tendon 1' is a twisted multi-strand cable, often comprising a core surrounded by for example 6 outer wires.
  • These types of anchorage assemblies may be single tendons, but in large structures they often comprise a number of tendons enclosed in a common sheath and sharing a common bearing plate 5'.
  • GRANIT Trade Mark
  • this system operates by applying an axial impulse load of low magnitude and predetermined characteristics to the head of the anchorage assembly, using a specially developed loading device 17, which is attached to the protruding length of the anchorage.
  • An accelerometer 9 is attached to the surface of the impact device in order to measure the resulting vibration response of the anchorage head.
  • the response signatures obtained are then transferrer to a laptop computer for further processing.
  • a datum response signature is normally recorded for the intact anchorage immediately after installation.
  • the response signatures are subsequently obtained both after any blasting and/or at a later date. Any differences between the responses indicates a potential change in the characteristics of the anchorage system.
  • GRANIT has been shown to work effectively to assess load in rock bolt anchorages during a number of projects. Preliminary results on single strand anchorages have also shown that, if the anchorage head characteristics are suitable, GRANIT can be used effectively with single strand tendons.
  • the basis for load prediction is reliant on the non-linear stiffness of the anchorage system which is not designed into the anchorage per se but is a product of the contact between the rock/soil surface and the elastic deformation of the bearing plate and lock-off wedges/barrels or nut/washer assembly.
  • a ground anchorage head assembly for an anchorage tendon, the head assembly comprising a bearing plate; and a resilient coupling, for coupling the bearing plate to said tendon, said resilient coupling having a non-linear stiffness characteristic.
  • the resilient coupling comprises a non-linear resilient element in contact with the bearing plate, and a coupling element for securing the resilient coupling to the tendon.
  • said resilient coupling comprises a non-liner washer.
  • the combination of the non-linear washer and bearing plate affords a stable and readily standardisable platform for monitoring measurement.
  • said resilient coupling comprises a spring member, and more preferably a helical spring.
  • the spring member acts to decouple the means for securing a tendon from the bearing plate.
  • said spring member comprises a substantially tubular member having a helical slot.
  • the variance in slot gap i.e. the distance between facing surfaces of the slot in the spiral helical construction of the spring, may thus be used for direct measurement of the load applied by the tendon to the barrel.
  • the incline of the helical slot may, for example, be substantially 75 degrees to the longitudinal axis of the spring member and the helical slot may, in certain embodiments extend for between 560 and 650 degrees of revolution.
  • the stiffness of the resilient coupling increases as it deflects to a greater extent. In other words, the flexibility of the resilient coupling reduces, the further the resilient coupling deflects.
  • said coupling element comprises a barrel and one or more wedge members.
  • the barrel may be configured to seat reliably with the resilient element so as to ensure a stable, readily reproducible assembly can be formed.
  • said bearing plate comprises a linear washer having a thickness substantially equal to its radial width.
  • the relatively great thickness of the bearing plate lifts the resilient element away from the surface from which the tendon protrudes, thereby keeping the active part of the assembly clear of detritus and discontinuities at the surface.
  • the ground anchorage head assembly comprises a plurality of coupling elements for a plurality of tendons, and a unitary resilient element.
  • the ground anchorage head assembly comprises a plurality of resilient elements, for a plurality of tendons.
  • a distribution plate is provided between said plurality of coupling elements and said resilient element, for distributing load between said plurality of coupling elements and the resilient element.
  • a resilient coupling for use in a ground anchorage head assembly for an anchorage tendon, the resilient coupling comprising:- a spring member for mounting between a tendon and a bearing plate for decoupling the two; wherein relative movement between elements of the spring member can be used for measuring load applied thereto.
  • Figure 4 shows a ground anchorage head assembly 10 comprising a bearing plate 11, a barrel 13, wedge members 14, and a resilient coupling having a resilient element 12 in the form of a non-linear washer.
  • the non-linear washer has a non-liner stiffness characteristic, such that its stiffness increases as it deflects. Put another way, the flexibility-of the non-linear washer decreases, the further it deflects.
  • This is to be contrasted with a conventional "linear" spring which has a constant stiffness, Graph A below showing a comparison between a conventional "linear” spring and a spring having a non-linear characteristic.
  • a strand or tendon 15 is shown emerging from a rock surface 16 and is coupled to the head assembly 10 via the connection of the wedge members 14 in barrel 13.
  • non-linear washer 12 allows the force/deflection characteristics of the anchorage head assembly 10 to be pre-determined by the geometry and material properties of the washer while still permitting the use of a large "stiff" anchorage head assembly to react the load back into the surrounding rock/soil/structure.
  • This arrangement of head assembly complements the existing GRANIT technology and ensures that anchorages assembled with a nonlinear washer can be assessed for load easily at any point in their operational lives.
  • the use of typical corrosion protection procedures will ensure that the washer functions effectively over long periods.
  • the relative stiffness of the non-linear washer 12 compared to the strand tendon will ensure that the deflection of the non-linear washer will have little effect on the overall stiffness of the final anchorage assembly, since the majority of the deflection will occur in the tendon.
  • non-linear washer 12 can be used for rock bolt type anchorages provided that the relative stiffness of the non-linear washer to the bolt is arranged to ensure that the majority of the deflection occurs in the bolt.
  • the bearing plate comprises a linear washer 11 having a thickness substantially equal to its radial width.
  • the relatively large or great thickness of the bearing plate 11 lifts the resilient element away from the surface 16 of the rock from which the tendon protrudes, thereby keeping the active part of the assembly clear of detritus and discontinuities at the surface.
  • a multi-tendon anchorage head assembly 20 of a second embodiment is shown.
  • the load carrying mechanism is more complex.
  • the load from each strand in a multi-tendon anchorage reacts through the barrels used to lock off each of the individual tendons and onto a common bearing plate. This means that the bearing plate experiences the total load i.e. the sum of the loads in the individual tendons making any form of condition diagnosis impracticable.
  • the applicants of the present invention have realised that their concept proposed above for the single tendon anchorage can be applied to a multi-tendon anchorage by placing a large resilient element in the form of nonlinear washer/plate 22 between a distribution plate 28 and bearing plate 21 of the anchorage head assembly.
  • the tendons 15 are coupled to the barrels 23 using wedge members 24. This provides a reading of the total load in the anchorage, when the GRANIT system is used to excite the whole head assembly.
  • each tendon 15 is provided with its own resilient element in the form of a non-linear washer 32 placed under barrel 33 containing wedge members 34.
  • the design of the resilient element washer can be optimised to provide a progressive shift in the anchorage's natural frequency with load.
  • the washers can be designed to fit within the space restrictions of typical anchorage heads and a range can be designed to meet most of the regularly encountered applications. Since the relative stiffness of the bearing plate, and therefore in this case the non-linear washer, to the tendon is important, the stiffness characteristic of the washer can be designed for particular tendon geometries and load levels to provide the optimal frequency characteristics for diagnosis using the GRANIT system. Care needs to be taken to ensure that the flexibility of the non-linear washer does not comprise any corrosion protection measures required by British Standards to BS8081.
  • An example according to the first embodiment was subjected to testing.
  • two sets of GRANIT (Trade Mark) tests were undertaken on a single strand cable anchorage.
  • the anchorage was assembled as per standard working practice with a large (standard) bearing plate and a barrel with wedges.
  • a hydraulic jack was used to stress the anchorage assembly to various levels. At each level the anchorage assembly was locked off and the jack removed.
  • the GRANIT system was then attached and a number of tests undertaken. Additional confirmation tests were also undertaken with a commercial impact hammer.
  • the GRANIT equipment was then removed and the anchorage stressed to the next level.
  • Figure A shows the results of the first set of tests with the original head configuration which results in Class II characteristics.
  • Figure B shows the results from the modified anchorage head with the nonlinear washer. In this case there is a clear progressive shift in frequency over the four load levels which allows diagnosis by the GRANIT system.
  • Figure 9 shows a ground anchorage head assembly 40 comprising a bearing plate 41, and a resilient element 42 in the form of spring member, a barrel 43 and wedge members 44.
  • the spring member is of a helical type, comprising a tubular member 45 having a helical slot 46. In the embodiment shown, it is provided integrally with a barrel member 47 having a conical, inwardly tapering section 48. It should be noted that the helical slot is shown slightly exaggerated in Figure 8 for illustrative purposes.
  • the spring has a non-linear stiffness characteristic.
  • its stiffness can be arranged to increase as it deflects to a greater extent; in other words, its flexibility reduces, the further it deflects.
  • This characteristic may be induced by progressive winding or providing increased closure between certain coils.
  • the spring member 42 is hence provided between the wedge barrel and the bearing plate and provides a reaction to the imposed load on the barrel.
  • the variance in slot gap i.e. the distance between facing surfaces of the slot in the spiral helical construction of the spring, may be used for direct measurement of the load applied by the tendon to the barrel, since this distance will vary according to the load on the tendon or strand.
  • This allows the loads on individual-strands of a multi strand anchor to be separately analysed, which is not possible with conventional integral head plate and wedge assemblies.
  • it can, if required, provide a non-linear reaction to the imposed load.
  • the spring member 42 may, as shown, be formed as part of the barrel, but alternatively could be a separate unit installed in connection with the barrel.
  • the introduction of the spring member 42 allows the force/deflection characteristics of the anchorage head assembly 40 to be pre-determined by the geometry and material properties of the spring while still permitting the use of a large "stiff" type anchorage head assembly to react the load back into the surrounding rock/soil/structure.

Landscapes

  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Civil Engineering (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)
  • Joining Of Building Structures In Genera (AREA)
  • Refuge Islands, Traffic Blockers, Or Guard Fence (AREA)
  • Bridges Or Land Bridges (AREA)
  • Ropes Or Cables (AREA)

Claims (13)

  1. Erdverankerungs-Kopfanordnung (10) für ein Verankerungsspannglied (15; 49), wobei die Kopfanordnung eine Lagerplatte (11; 21; 31; 41) und eine federnd nachgiebige Verbindung (12, 13, 14; 22, 23, 24, 28; 32, 33, 34; 42, 43, 44) zum Verbinden der Lagerplatte mit dem Spannglied aufweist, dadurch gekennzeichnet, dass die federnd nachgiebige Verbindung eine nicht lineare Steifigkeitscharakteristik hat.
  2. Erdverankerungs-Kopfanordnung nach Anspruch 1, bei der die federnd nachgiebige Verbindung ein federnd nachgiebiges Element (12; 22, 32, 42) aufweist, welches in Kontakt mit der Lagerplatte (11; 21; 31; 41) ist, und ein Verbindungselement (13; 14; 23, 24, 33, 34; 43, 44) zum Festlegen der federnd nachgiebigen Verbindung an dem Spannglied aufweist.
  3. Erdverankerungs-Kopfanordnung nach Anspruch 1 oder 2, bei der die federnd nachgiebige Verbindung (12, 13, 14; 22, 23, 24, 28; 32, 33, 34) eine nicht lineare Unterlagscheibe (12; 22; 32) aufweist.
  4. Erdverankerungs-Kopfanordnung nach Anspruch 1 oder 2, bei der die federnd nachgiebige Verbindung (42, 43, 44) ein nicht lineares Federelement (42) aufweist.
  5. Erdverankerungs-Kopfanordnung nach Anspruch 4, bei der die federnd nachgiebige Verbindung (42, 43, 44) eine Spiralfeder (42) aufweist.
  6. Erdverankerungs-Kopfanordnung nach Anspruch 4 oder 5, bei der das Federelement (42) ein im wesentlichen rohrförmiges Element aufweist, welches einen spiralförmig verlaufenden Schlitz (46) hat.
  7. Erdverankerungs-Kopfanordnung nach einem der vorangehenden Ansprüche, bei dem die Steifigkeit der federnd nachgiebigen Verbindung größer wird, wenn sie im stärkeren Maße ausgelenkt wird.
  8. Erdverankerungs-Kopfanordnung nach Anspruch 2, bei der das Verbindungselement (13, 14; 23, 24; 33, 34; 43, 44) einen Zylinder (13; 23; 33; 43) und ein oder mehrere Keilteile (14; 24; 34; 44) aufweist.
  9. Erdverankerungs-Kopfanordnung nach einem der vorangehenden Ansprüche, bei der die Lagerplatte (11) eine lineare Unterlagscheibe mit einer Dicke aufweist, die im wesentlichen gleich groß wie die radiale Breite ist.
  10. Erdverankerungs-Kopfanordnung nach Anspruch 2, bei der die Erdverankerungs-Kopfanordnung eine Mehrzahl von Verbindungselementen (23, 24) eine Mehrzahl von Spanngliedern (15) und ein einheitliches Federelement (22) aufweist.
  11. Erdverankerungs-Kopfanordnung nach Anspruch 2, bei der die Erdverankerungs-Kopfanordnung eine Mehrzahl von Federelementen (32) und eine Mehrzahl von Spanngliedern aufweist.
  12. Erdverankerungs-Kopfanordnung nach Anspruch 10, bei der eine Verteilerplatte (28) zwischen der Mehrzahl von Verbindungselementen (23, 24) und dem Federelement (22) zur Verteilung der Belastung unter der Mehrzahl von Verbindungselementen und dem Federelement vorgesehen ist.
  13. Federnde Verbindung (12, 13, 14; 22, 23, 24, 28; 32, 33, 34; 42, 43, 44) zum Einsatz bei einer Erdverankerungs-Kopfanordnung (10) zum Verankern eines Spannglieds (15; 49), wobei die federnd nachgiebige Verbindung folgendes aufweist:
    - ein Federelement (12; 22; 32;42) zur Anordnung zwischen dem Spannglied und einer Lagerplatte (11; 21; 31; 41) zum Abkoppeln der beiden, wobei die relative Bewegung zwischen dem Element des Federelements zur Messung einer einwirkenden Belastung genutzt werden kann.
EP05773177A 2004-08-19 2005-08-19 Spannglied für erdanker Not-in-force EP1789634B1 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
GBGB0418545.0A GB0418545D0 (en) 2004-08-19 2004-08-19 Improved anchorage head assembly
PCT/GB2005/003254 WO2006018656A1 (en) 2004-08-19 2005-08-19 Improved anchorage head assembly

Publications (2)

Publication Number Publication Date
EP1789634A1 EP1789634A1 (de) 2007-05-30
EP1789634B1 true EP1789634B1 (de) 2009-03-11

Family

ID=33042337

Family Applications (1)

Application Number Title Priority Date Filing Date
EP05773177A Not-in-force EP1789634B1 (de) 2004-08-19 2005-08-19 Spannglied für erdanker

Country Status (5)

Country Link
EP (1) EP1789634B1 (de)
AT (1) ATE425312T1 (de)
DE (1) DE602005013250D1 (de)
GB (1) GB0418545D0 (de)
WO (1) WO2006018656A1 (de)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103032087A (zh) * 2012-11-30 2013-04-10 上海旭尧玻璃钢制品有限公司 一种自钻式中空注浆锚杆及其生产方法

Families Citing this family (6)

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DE202008001248U1 (de) * 2008-01-28 2008-03-27 Dywidag-Systems International Gmbh Erd- oder Felsanker mit einem Ankerzugglied aus einem oder mehreren Einzelelementen mit korrosionsgeschützter Ankerkopfausbildung
CN102392443A (zh) * 2011-10-19 2012-03-28 山东科技大学 高边坡压力分散型预应力锚索施工工艺
CN102839693B (zh) * 2012-09-02 2015-12-30 山东科技大学 增阻变形锚杆/锚索锚固质量监测装置及应用方法
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
ITBZ20130055A1 (it) * 2013-11-04 2015-05-05 Betonform S R L Elemento di distribuzione del carico per un sistema di ancoraggio al suolo
CN105200990B (zh) * 2015-09-29 2017-09-15 蚌埠富源电子科技有限责任公司 一种胀管式锚索

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US4725168A (en) * 1986-10-24 1988-02-16 Fagundes Charles P Retaining wall anchoring system and method
JPH02252815A (ja) * 1989-03-27 1990-10-11 Kajima Corp 地盤アンカー頭部の定着方法
US6935812B2 (en) * 1997-04-30 2005-08-30 Anchor Wall Systems, Inc. Retaining wall anchoring system
GB2340144B (en) * 1998-08-06 2000-06-28 Keller Ltd Ground anchorage
GB2356884B (en) * 1999-12-03 2001-11-07 Keller Ltd Slope stabilising means
DE20015507U1 (de) * 2000-09-07 2001-02-01 Keller Grundbau Gmbh Anker zum abstützenden Verankern von Verbauwänden einer Baugrube

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103032087A (zh) * 2012-11-30 2013-04-10 上海旭尧玻璃钢制品有限公司 一种自钻式中空注浆锚杆及其生产方法

Also Published As

Publication number Publication date
DE602005013250D1 (de) 2009-04-23
EP1789634A1 (de) 2007-05-30
GB0418545D0 (en) 2004-09-22
WO2006018656A1 (en) 2006-02-23
ATE425312T1 (de) 2009-03-15

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