dsi-suspa-systems-z-20.1-64-suspa-compact-rock-and-soil-anchors-eng.pdf

8/16/2019 DSI-SUSPA-Systems-Z-20.1-64-SUSPA-Compact-Rock-and-Soil-Anchors-eng.pdf

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Validity

18 March 2010 - 17 March 2017

Approval Number

Z-20.1-64

Geotechnical Systems

SUSPA Compact Rock

and Soil Anchors


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Approval o ff ice for construct ion products andconstruction.Testing off ice for structural engineering

A joint public-law institution of the federal government andthe federal states

Member of the EOTA, the UEAtc and the WFTAO

regarding the extension of the validity

period of the technical approval dated 18th

of March 2010

Date: Reference:

09.03.2015 I 64-1.34.11-22/14

Approval number:

Z-20.1-64Valid

from: 9. March 2015

until: 17. March 2017

Appl icant:

DYWIDAG-Systems International GmbH

Destouchesstraße 68

80796 München

Object of Approval:

SUSPA Compact Rock and Soil Anchors

This notification extends the validation of the technical approval Nr. Z-20.1-64 from the 18th of

Match 2010, changed and expanded by the notification from the 9 th of April 2014.

This notification is comprised of one page. It is only valid in conjunction with the above mentioned

technical approval and thus can only be used together with this technical approval.

Notification

Important NoticeThe approval in hand is the translation of adocument originally prepared in Germanlanguage which has not been verified andofficially authorized by the “Deutsches Institutfür Bautechnik“ (German Institute for Civil

Engineering). In case of doubt in respect towording and/or interpretation of this approval,the original German version of this documentshall prevail exclusively. Therefore, no liability isassumed for translation errors or inaccuracies.


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D E U T S C H E S I N S T I T U T F Ü R B A U T E C H N I KGerman Institute for Civil Engineering

Statutory Body

Approval office for construction products and construction

Testing office for structural engineeringMember of the EOTA, the UEAtc and the WFTAOPhone: +49 30 78730 - 0Fax: +49 30 78730 - 320E-Mail: [email protected] Date:March 18th 2010Reference No.:I 63-1.34.11-6/09

APPROVAL CERTIFICATE

Approval Number: Z-20.1-64

Valid until: 17 March 2015

Applicant: DYWIDAG-Systems International GmbH

Destouchesstraße 68, 80796 München

Object of Approval: SUSPA Compact Rock and Soil Anchors

The above-mentioned subject of the approval is herewith granted a general constructionsupervisory authority approval and supersedes the general construction supervisory authorityapproval No. Z-20.1-64 of 18 March 1999.This general construction supervisory authority approval consists of 18 pages and nineappendices.

I DIBt I Kolonnenstraße 30 L I D – 10829 Berlin I Phone:+49 30 78730 – 0 I Fax:+49 30 78730 – 320 I E-Mail: [email protected] I www.dibt.de

Important NoticeThe approval in hand is the translation of a document originallyprepared in German language which has not been verified and officiallyauthorized by the “Deutsches Institut für Bautechnik“ (German Institutefor Civil Engineering). In case of doubt in respect to wording and/orinterpretation of this approval, the original German version of thisdocument shall prevail exclusively. Therefore, no liability is assumedfor translation errors or inaccuracies.


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DIBTApproval Certificate Page 2 of 14 I march 18th 2010Z-20.1-64

I. GENERAL REGULATIONS

1 This general construction supervisory authority approval verifies the suitability (fitness forthe intended purpose) of the subject of the approval in keeping with the state constructionordinances.

2 If in the general building approval requirements for special expertise and experience withthe manufacture of construction products and persons in charge according to § 17 section 5model building code corresponding state regulations are made, please note that thisexpertise and experience, even with equivalent qualifications from other Member States ofthe European Union may be assigned. This applies for under the Agreement on theEuropean Economic Area (EEA) or other bilateral agreements submitted by an equivalentproof.

3 The general construction supervisory authority approval does not replace any permissions,agreements and certifications required by law for a construction project to be carried out.

4 The general construction supervisory authority approval is granted without prejudicing therights of third parties, especially private protection rights.

5 Notwithstanding any further regulations in the "Special Provisions" section, themanufacturer and distributor of the object of approval shall provide the user with copies ofthe general construction supervisory authority approval; furthermore, they shall inform theuser that the general construction supervisory authority approval must be available at theplace of use. Copies of the general construction supervisory authority approval must be

made available to involved authorities on request.6 The general construction supervisory authority approval may only be copied completely.

The publication of extracts is subject to approval by the DIBt. Texts and drawings ofadvertising material may not contradict the general construction supervisory authorityapproval. Translations of the general construction supervisory authority approval mustcontain the note 'Translation of the German original which has not been checked by theDIBt".

7 The general construction supervisory authority approval is granted, but is revocable. Theprovisions in the general construction supervisory authority approval can be subsequentlysupplemented or changed, especially if the latest technical findings give reason for this.


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II. SPECIAL REGULATIONS

1 Subject of approval and applications

1.1 General

Subject of the following general construction supervisory authority approval are "SUSPACompact Anchors" manufactured by SUSPA-DSI GmbH with steel tendons consisting of 2to 12 strands of steel quality St 1570/1770, nominal diameter 15.3 mm (0.6"; nominal cross-section 140 mm²) or 15.7 mm (0.62"; nominal cross-section 150 mm²).Unless otherwise stated below, the requirements of DIN 41251 and DIN 10542 must beobserved with regard to construction and testing.

1.2 applications

Depending on the type of design, the grouted anchors may be used either as permanentanchors with steel tendons consisting of 2 to 12 strands or as temporary anchors with steeltendons consisting of 11 to 12 strands.The tendon free length of anchors with more than 4 strands must be at least 5 m and theirbond length at least 4 m.Their application is limited to such cases where the entire fixed anchor length of the anchoris located either in non-cohesive or cohesive soil or rock (cf. DIN 10542). Deviating casesmay only be carried out subject to the permission of a geotechnical engineering expert.DIN 41251, Section 5.1, applies with regard to subsoil requirements.

2 Regulations covering the construction product

2.1 Features and constituents

2.1.1 General

The grouted anchor may be manufactured in the types listed hereinafter:

- Types 6-2 to 6-12 with 2 to 12 strands as permanent rock anchors.- Types 6-2 to 6-12 with 2 to 10 strands as permanent anchors in cohesive and non-cohesive soil.

- Types 6-11 to 6-12 with 11 to 12 strands as temporary rock anchors.The permanent anchor may be manufactured in the following types:a) Type G with smooth plastic sheathing in the area of lfS and corrugated plastic

sheathing in the area of lv as shown in Appendix 1.

1 DIN 4125:1990-11 Anchors, anchor short-term and permanent anchor; design, implementation and

testing

2 DIN 1054:2005-01 S!soil - "eri#ication o# the sa#et$ %eotechnical &ngineeringDIN 1054 'er( 1:2005-04 corrections to DIN 1054:2005-01

DIN 1054 'er( 2:200)-04 corrections to DIN 1054:2005-01

DIN 1054 'er( *:200+-01 corrections to DIN 1054:2005-01DIN 1054 'er( 4:200+-10 corrections to DIN 1054:2005-01

DIN 1054A1:2009-0) S!soil - "eri#ication o# the sa#et$ o# earthor.s and #ondation engineering;Amendment A1


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b) Type R with continued full-length corrugated plastic sheathing for lfs + lv asillustrated in Appendix 2.

c) Type T with two concentric corrugated plastic sheathings in the area of lv as shownin Appendix 3.

2.1.2 Steel tendon

Only strands of steel quality St 1570/1770, nominal diameter 15.3 mm (0.6"; nominal cross-section 140 mm²) or nominal diameter 15.7 mm (0.62"; nominal cross-section 150 mm²),consisting of seven cold-drawn, smooth individual wires, which have been granted generalconstruction supervisory authority approval, may be used as steel tendon material, whereasstrands granted general construction supervisory authority approval and coated with acorrosion-protection system are to be used for permanent anchors. The corrosionprotection system consisting of an anti-corrosion compound and PE sheathing is to beapplied at the factory where the prestressing steel is produced.Alternatively, prestressing strands may be used which are to be provided with PEsheathings in the area of the tendon free length at applicant's factory, with the cavity

between strand and sheathing being completely injected with the Nontribos MP-2 anti-corrosion compound (see Section 2.2.1.2).During installation and transportation of the anchors, the following minimum bending radii Rmust be observed:min R = 0.90 m (Permanent anchors consisting of 1 to 9 strands andtemporary anchors consisting of 11 to 12 strands).min R = 1.00 m (Permanent anchors consisting of 10 to 12 strands).

2.1.3 Anchor head

The anchor head is to be designed in compliance with Appendix 4 or 5 (permanent anchor)or Appendix 8 (temporary anchor). Assembly of the anchor head on the construction sitemust be carried out in accordance with the description filed with the DIBt.

The strands of the steel tendon are to be anchored with wedges in the anchor bushing.Only strands of the same nominal diameter may be used within one steel tendon. Asregards form and material quality, anchor bushings and wedges must comply with thosestipulated in the general construction supervisory authority approvals for "SUSPA StrandPost-Tensioning System 140 mm²", approval No. Z-13.1-21, or "SUSPA Strand Post-Tensioning System 150 mm²", approval No. Z-13.1-82, except that the anchor bushingshave permanent anchors in an external thread for tensioning and for verifying the anchoringforce. The specifications set forth in Appendix 6 apply to the outer diameter of anchorbushings with an external thread.To avoid confusion, only wedges granted general construction supervisory authorityapproval may be used on the construction site.For the transfer of load from the anchor bushing to the structure to be anchored bearing

plates as specified in Appendix 6 (permanent anchor) or Appendix 9 (temporary anchor)must be used.If not cast in concrete completely, the bearing plate of permanent anchors is to be providedwith a corrosion protection system in accordance with DIN EN ISO 12 944-53.Coating examples pursuant to DIN EN ISO 12944-53Fehler! Textmarke nicht definiert. are the followingcorrosion protection systems with the figures:a) Without a metallic coating: A5I.02, A5I.05, A5I.06, A5M.02, and A5M.04. These

systems are applied to the prepared steel with Surface preparation Sa 2 ½ according toDIN EN ISO 12944-44.

* DIN &N IS/ 12944-5:200+-01 aints and arnishes - orrosion protection o# steel strctres !$ protectie paints$stems - art 5: rotectie paint s$stems 3IS/ 12944-5:200); %erman ersion &N

IS/ 12944-5:200)4 DIN &N IS/ 12944-4:199+-0) aints and arnishes - orrosion protection o# steel strctres !$ protectie paint

s$stems - art 4: $pes o# sr#ace and sr#ace preparation 3IS/ 12944-4:199+;%erman ersion &N IS/ 12944-4:199+


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b) With metallic coating (galvanized): A7.11, A7.12 (both systems not for corrosivity C5-Iand C5-M), A7.13

c) With metallic coating (thermally sprayed metal): A8.01 (not for corrosivity C5-I and C5-M), A8.03.

The exposed surfaces of the anchor trumpet and the steel protection cap of permanentanchors must also be provided with one of the above corrosion protection systems.Corrosion protection for those parts may be omitted, if they have a wall thickness of ≥ 6.0mm or will be cast in concrete.If the steel protection cap consists of stainless steel with the material numbers 1.4301,1.4541 or 1.4571 (see also Appendix 5) in accordance with the general constructionsupervisory authority approval for "Structural and Connection Elements made of StainlessSteel", approval No. Z-30.3-6, it need not be provided with a corrosion protection system.As regards corrosion, the steels specified in approval No. Z-30.3-6 are assigned either toresistance class II (material numbers 1.4301 and 1.4541) or III (material number 1.4571).The specifications on exposure to corrosion and typical applications set forth therein mustbe observed.

The tendon must be anchored perpendicular to its axis in each direction.To ensure that the anchor head is positioned rectangular to the steel tendon, angulardeviations must be compensated (e.g. wedge plates, mortar bed or similar).When anchored, the wedges are embedded 6 mm in the anchor head; the effect of thatembedment has to be taken into account as slip when elongation is determined. For tendonfree lengths of ≤ 5 m slip has to be compensated in that the anchor bushing is lifted off thebearing plate after the wedges have been embedded and, subsequently, washers with anoverall height of 6 mm are to be placed between the anchor head and bearing plate.After stressing, the wedges used in temporary anchors must be covered with a wedgelocking plate.The anchor bushings have an external thread to restress and check the anchor load ofpermanent anchors. Anchor bushings without an external thread may be used for

temporary anchors.2.1.3.1 Air-side anchorage via rock

The design values of rock pressures for anchorage via rock must be identified by an expert(cf. annotation 12 on page 12), taking into consideration a possible structural fault in theimmediate vicinity of the borehole. Any necessary adapters are to be designed pursuant tothe relevant standards, taking into account the permissible rock pressures.

2.1.3.2 Air-side anchorage via steel and reinforced concrete structures

DIN 4125 applies to the design of structural elements to be anchored.The support on steel structures must be carried out in compliance with Appendix 6(permanent anchor) or Appendix 9 (temporary anchor). Adequate load capacity and

corrosion protection of the steel transition structure must be demonstrated or identifiedrespectively for each individual case. (The steel transition structure is not subject of thepresent general construction supervisory authority approval.)If the bearing plate does not have the dimensions given in Appendix 6 (permanent anchor)or Appendix 9 (temporary anchor), their load capacity must be demonstrated as well.If anchorage is carried out via a reinforced concrete element in accordance with Type 1 ofAppendix 6 (permanent anchor) or Appendix 9 (temporary anchor), the general constructionsupervisory authority approvals for the "SUSPA Strand Post-Tensioning System 140 mm²"(approval No. Z-13.1-21) and the "SUSPA Strand Post-Tensioning System 150 mm²"(approval No. Z-13.1-82) may be applied. The additional reinforcement indicated thereinmust be taken into account. If the dimensions of the bearing plates and the aperturespecified for Type 2 in Appendix 6 (permanent anchor) or Appendix 9 (temporary anchor)are observed, the load capacity of the bearing plates must not be demonstrated. Thetransfer of loads in the structure (e.g. splitting forces) must be verified on a case-to-casebasis.


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2.1.4 Plastic pipes

For the sheathing of the tendon free length (permanent and temporary anchors) and thebond length (permanent anchors only) respectively, only plastic pipes may be used whichconsist of PVC-U as specified by DIN EN ISO 1163-15, polyethylene with a moulding

compound pursuant to DIN EN ISO –1872-16

– PE, E, 45 T 022 - or polypropylene with amoulding compound as required by DIN EN ISO 1873-17 - PP - B, EAGC, 10-16-003 or DINEN ISO 1873-1 - PP - H, E, 06-35-012/022. Only pipes without trapped bubbles and withuniform pigmentation may be used.If required, individual segments of PVC-U sheathings are to be screwed together and gluedwith PVC glue. Unspliced pipes are to be used as PE or PP sheathings.Care must be taken to ensure that only straight pipes are used.

2.2 Manufacture, storage, transport and marking

2.2.1 Corrosion protection and manufacture of prefabricated anchors for installation andgrouting

2.2.1.1 General

Corrosion protection and manufacture must be carried out at the shop in accordance withthe work instructions filed with the DIBt.The effectiveness of corrosion protection depends on the integrity of the corrosionprotection components. Therefore, special care must be taken during transport andinstallation of the readily assembled anchor so that sheathings will not be damaged as aresult of improper handling.Prior to its installation, the prestressing steel is to be treated in accordance with theprovisions set forth in the general construction supervisory authority approval applicable forsuch prestressing steel.

2.2.1.2 Permanent anchorThe strand bundle is encased by a plastic pipe in the area of the tendon free length. Theindividual strand is to be provided either with a PE sheathing or an individual PE sheathingand some plastic anti-corrosion compound (cf. Appendices 1 to 5). Alternatively, thefollowing methods may be used:- Only prestressing strands granted general construction supervision authority

approval having a corrosion protection system applied at the prefabricating plant ofthe prestressing steel consisting of an anti-corrosion compound and PE coatingpursuant to section 2.1.2 may be used.

- In the area of the tendon free length the strands are to be provided with a PE ductdia. 19.2 x 1.25 mm (for dia. 15.3 mm strands/0.6") or dia. 19.7 x 1.25 mm (for dia.

15.7 mm strands/0.62") made of polyethylene with a moulding compound asrequired by DIN EN ISO 1672-1 – PE, E, 45 – T022, with the cavity between thestrand and duct being completely injected with the Nontribos MP-2 anti-corrosioncompound. The amount of anti-corrosion compound applied referring to a length of1 m should on average be at least 42 m/g and may not fall short of 25 g/m (seeSection 2.3.2.10).

When using prestressing strands granted general construction supervision authorityapproval having a corrosion protection system, the PE sheathing of the strands extruded in

5 DIN &N IS/ 116*-1:1999-10 lastics - lastici7er-#ree pol$in$l chloride 3"-8 molding and etrsion materials -

art 1: Designation s$stem and !asis #or speci#ications 3IS/ 116*-1:1995 - %ermanersion &N IS/ 116*-1:1999

6 DIN &N IS/ 1+)2-1:1999-10 lastics - ol$eth$lene 3& molding and etrsion materials - art 1: Designations$stem and !asis #or speci#ications 3IS/ 1+)2-1:199* - %erman ersion &N IS/

1+)2 1:1999) DIN &N IS/ 1+)*-1:1995-12 lastics - ol$prop$lene 3 molding and etrsion materials - art 1: Designation

s$stem and !asis #or speci#ications 3IS/ 1+)*-1:1995 - %erman ersion &N IS/1+)* 1:1995


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the steel mill is to be removed in the area of the planned bond length; the anti-corrosiveagent is be washed off with water having a temperature of approx. 90 °C and a pressure of70 to 80 bar. The strands are to be centred within a continuous PVC cord with a shorehardness of D ≥ 40 throughout the length of the bonding area. The minimum diameter ofthe PVC cord is 6 mm, inclination 25 cm. The strands are to be bundled by means of steelstraps.The strands must be inserted into a corrugated plastic sheathing within the designatedbond length for anchors type G and over the whole anchor length for anchors type R; thesheathing must have a uniform wall thickness of ≥ 1 mm. The diameters of the sheathingsdepend on the number of strands in the tendon (see Appendices 1 and 2). The sheathing isto be closed with a PE end cap having a wall thickness of ≥ 1 mm to the soil or rock side,with the PE end cap being connected to the sheathing via a shrink sleeve. The overlap onthe sheathing must be at least 85 mm.As regards anchors type G, the strand bundle in the area of the free tendon length l fS is tobe inserted into a smooth plastic sheathing with a minimum wall thickness of ≥ 3 mm. Thediameters of the sheathings depend on the number of strands in the tendon (see Appendix

4).With respect to anchors type G, a steel coupler is to be positioned at the transition pointfrom the bond length to the tendon free length to connect the corrugated and smoothsheathings; both sheathings are to be pushed onto the steel coupler to one third of the steelcoupler length (see Appendix 1). The transitions of both sheathings on the steel coupler areto be sealed off with a common seamless shrink sleeve made of polimerised polyethylenethat is at least 300 mm long.The polyethylene shrink sleeves must be shrunk on with hot air, infrared radiation or thesoft yellow flame of a propane gas burner; their wall thickness in shrunk condition must be ≥ 1.5 mm. The adhesive compound sealing within the shrink sleeves must be hot-melt-typeadhesive.The cavity in the area of the bond length between the corrugated plastic sheathing and the

steel tendon is to be injected with cement grout in accordance with DIN EN 4478 either atthe shop or in the borehole. In addition, DIN EN 4459 and DIN EN 44610 must be observed.If grouted at the shop, the anchors in the area of the bond length must be stored in aninclined manner for such purpose and grouted with cement mortar from the bottom end capin upward direction.As regards anchors of the R type (Appendix 2), grouting is to take place until grout exits theventilation opening located on the corrugated pipe. Such ventilation opening is to bearranged so that the ends of the PE sheathings of the monostrands are in about 300 mmdepth of the bond length.As regards anchors of type T (Appendix 3), a second concentric corrugated sheathing isplaced above the corrugated sheathing in the area of the bond length. The requirements forthe external corrugated sheathing regarding the material to be used are consistent with the

requirements for the internal corrugated sheathing.The cavity within the inner corrugated sheathing is to be shop grouted in the area of thebond length from bottom to top via an end cap on an inclined plane with cement grout inaccordance with DIN EN 4478. In addition, DIN EN 4459 and DIN EN 44610 must beobserved. Subsequently, the end cap of the external corrugated sheathing will beassembled and the annular space between the two corrugated sheathings grouted withcement mortar. The grout level is controlled during grouting of the inner anchor space via aborehole in the internal corrugated sheathing and during grouting of the annular space via aborehole in the external corrugated sheathing. Both boreholes will be closed with a heatshrink sleeve after injection of the cement grout.

+ DIN &N 44):1996-0) %rot #or prestressing tendons - Speci#ication #or common grot - %erman ersion &N44):1996

9 DIN &N 445:1996-0) %rot #or prestressing tendons - est methods - %erman ersion &N 445:1996 10 DIN &N 446:1996-0) %rot #or prestressing tendons - %roting procedres; %erman ersion &N 446: 1996


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If grouted in the borehole, an inner grouting pipe is to be built in already at the shop. Foranchors of the G type to be installed upwardly inclined also an inner ventilation pipe and acement grout or bitumen plug are to be built into the steel coupler at the shop (seeAppendix 1).In both cases, the cement grout is to be injected with a grouting speed of no more than 5m/min.Inner grouting in the borehole is not envisaged for upwardly inclined anchors of the R type.

2.2.1.3 Temporary anchors

The tendon is to be bundled by means of steel straps within the bond length. Spacersaccording to Appendix 7 are to be arranged to ensure a cement grout cover of ≥ 20 mm.In the area of the tendon free length the tendon is to be inserted into a smooth plasticsheathing. The plastic sheathing is to be sealed with a sealing plug made of bitumen,cement grout or 2C-polyurethane (no foam) against the rock side.

2.2.2 Storage

The smooth and corrugated plastic sheathings of readily assembled anchors may not reston sharp-edged bearing surfaces. If anchors are piled up, they must lie on top of each otherin a parallel manner. If supported in intervals by square timbers or adequate spacers, theweight of the anchors on top in the area of the plastic sheathings may only be transferredvia the timbers or spacers. The readily assembled anchors may not be stored on theground.

2.2.3 Transport

In no case may the anchors be thrown or dropped. They must be carried (e.g. by hand oron shoulders or by means of carrying straps) so that in particular the plastic sheathings willnot be damaged. The anchors may also be transported wound up in coils and inserted intothe borehole from the coil, with the rigid, shop cement grouted bond length of the

permanent anchor tangentially protruding from the coil.2.2.4 Marking

The delivery note for the preassembled anchor structure must be marked with theconformity mark ("Ü-Zeichen") by the manufacturer in accordance with the Conformity MarkOrdinances of the German Laender. The marking may only be carried out, if therequirements according to clause 2.3 have been met.Among other things, the delivery note must indicate for which grouted anchors thecomponents (e.g. bearing plate subject to the intermediate structure selected) aredetermined and in which shop they have been manufactured. The delivery note mustclearly indicate to which type of grouted anchor the components are assigned.

2.3 Evidence of conformity

2.3.1 General

Each manufacturing plant must confirm that the anchor components and the prefabricatedanchors for installation and grouting comply with the provisions in this general constructionsupervisory authority approval by means of a certificate of conformity based on the plant’sown quality control and regular external surveillance, including initial testing, in accordancewith the following provisions.The manufacturer of the anchor components and of the prefabricated anchors mustcommission a recognised certification authority and a recognised external surveillanceauthority to issue the certificate of conformity and carry out external surveillance, includingproduct testing, respectively. The certification agency must send a copy of the issued

certificate of conformity to the DIBt for information.In addition, a copy of the initial test report must be forwarded to the DIBt for information.

2.3.2 In-house manufacturing control


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2.3.2.1 General

Each manufacturing plant must set up and also carry out its own quality control. In-housemanufacturing control is understood to be the continual monitoring of production by themanufacturer who thus ensures that the construction products manufactured by him meet

the requirements of this general construction supervisory authority approval.The results of the internal quality control must be recorded and evaluated. The recordingsmust contain at least the following information:- Description of the building product or the basic material respectively and its

components,- nature of the control or inspection,- date of manufacture and date of inspection of the building product or of the basic

material respectively or its components,- results of the controls and inspections and, if applicable, comparison with the

requirements,- a signature from the person responsible for in-house quality controls.The records must be filed for at least five years and presented to the external agency

assigned with surveillance. On request, they must be submitted to the DIBt and the highestconstruction supervisory authority responsible.If the inspection results are unsatisfactory, the manufacturer must immediately take theaction necessary for elimination of the problem. Construction products which do not meetrequirements must be treated in such a manner that they cannot be mixed with conformingproducts. Once the problem has been eliminated, the original inspection must be repeatedimmediately, provided that this is technically possible and also required, to verifyelimination of the problem.In-house quality control must include at least the following measures:

2.3.2.2 Strands

Only strands may be used for which an evidence of conformity has been produced pursuantto the provisions of the relevant general construction supervisory authority approvals.

2.3.2.3 Wedges

Only wedges may be used for air-side anchorage for which an evidence of conformity hasbeen produced pursuant to the provisions of the general construction supervisory authorityapproval No. Z-13.1-21 or Z-13.1-82. The stipulations for the receiving inspection set in theapproval certificates must be observed.

2.3.2.4 Anchor heads without outside thread

Only anchor bushings may be used for air-side anchorage for which an evidence ofconformity has been produced pursuant to the provisions of the general construction

supervisory authority approval No. Z-13.1-21 or Z-13.1-82. The stipulations for the receivinginspection set in the approval certificates must be observed.

2.3.2.5 Anchor heads with outside thread

The provisions of the general construction supervisory authority approval No. Z-13.1-21 orZ-13.1-82 apply to the anchor bushings with the following exceptions.Each anchor head must be verified with regard to its nominal diameter and thread depth forcompliance with the specifications in the deposited shop drawings of the German Institutefor Building Technology by means of a yes/no check.No recording required thereof.

2.3.2.6 Plastic pipes

Composition of the moulding compound is to be attested by certificate of compliance "2.1"as per DIN EN 1020411. The wall thicknesses and diameters of the plastic pipes are to be

11 DIN &N 10204:2005-01 etallic prodcts $pes o# inspection; %erman ersion &N 10204:2004


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measured. As regards corrugated plastic pipes, one corrugated plastic pipe must be takenper batch (100 pipes) to measure the wall thicknesses at one internal and one externalcorrugation each and on the flank as well as the diameters of the pipes. The decisionwhether a batch is accepted or rejected is to be made in accordance with Section 2.3.2.11.

2.3.2.7 Shrink sleevesThe material characteristics of the shrink sleeves and of the bonding agent is to be attestedby certificate of compliance "2.1" in accordance with DIN EN 1020411. The thicknesses ofthe heat shrink sleeves are to be measured in shrunk condition. For this purpose, onesleeve must each be shrunk onto corresponding pipe sections parallel to the manufactureof an anchor type.

2.3.2.8 Lip seals, roll rings and washers

From each lip seal batch delivered, the diameters of 1% but at least 5 pieces are to bechecked with regard to their functioning (e.g. by means of a gauge) at the shop. At least 5%of the anchor trumpets must be examined at the shop with regard to whether the lip seal is

immovably seated in the anchor trumpet and tightly connected to the designated plasticpipe.From each roll ring batch delivered, the diameters of 1% but at least 5 pieces are to bechecked with regard to their functioning (e.g. by means of a gauge) at the shop. At least 5%of the anchor trumpets must be examined at the shop with regard to whether the roll ringsare tightly connected to the designated plastic pipe.From each washer batch delivered, 1% but at least 5 pieces are to be checked with regardto their dimensions at the shop.The decision whether a batch is accepted or rejected is to be made in accordance withSection 2.3.2.14.

2.3.2.9 Bearing plates

If a bearing plate in accordance with Appendix 6 (permanent anchor) or Appendix 9(temporary anchor) is used or statically evidenced in an individual case, compliance withthe material characteristics is to be attested by certificate of compliance "2.2" pursuant toDIN EN 1020411. In addition, each bearing plate must be verified with regard to itsdimensions and gross faults by means of a yes/no check (no recording required thereof).

2.3.2.10 Encasing individual strands with anti-corrosion compound and PE sheathings

On every workday, but at least on every 20th anchor, a sample is to be taken to determinethe volume of the anti-corrosion compound injected, relating to a length of 1 m. Suchvolume must amount to at least 25 g/m. In doing so, it also must be checked whether anti-corrosion compound has penetrated into the clear spacing of the strand and whether theoverall surface of all individual wires of the strand is coated with anti-corrosion compound.

PE sheathings are to be monitored in accordance with Section 2.3.2.3.2.3.2.11 Structure of the strand in the bond length

It must be checked by means of an attribute check (yes/no check) that the bond length ofeach strand is free of anti-corrosion compound (statistical evaluation not necessary).

2.3.2.12 Anti-corrosion coating

Compliance with the layer thickness requirements for the anti-corrosion coating of thebearing plate, anchor trumpet and steel protection cap must be verified on 5% of eachproduction batch at the shop.

2.3.2.13 Assembly and corrosion protection

Cement grout is to be tested pursuant to DIN EN 4459.


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The necessary working steps including the corrosion protection measures to be carried outat the shop pursuant to Section 2.2.1 must be verified by visual inspection for each anchor(statistical evaluation not necessary).

2.3.2.14 Test plan

If each individually measured value equals or exceeds the minimum value stipulated, thebatch is to be accepted. If not, further samples may be taken. The same measurements asthose on the first sample must be carried out on such samples. The measuring results areto be summarised with the previous measurements. The mean average value x and thestandard deviation s must be obtained from all values. If the resulting test value (numericalvalue)z = x -1.64 s equals or exceeds the minimum value stipulated, the batch is to be accepted,otherwise rejected.

2.3.3 External surveillance

The in-house quality control at each manufacturing plant is to be monitored by external

surveillance on a regular basis, but at least twice a year.An initial inspection is to be carried out as part of the external surveillance. Also samples forsampling tests are to be taken and testing tools inspected. In each case, samplings andtests are incumbent on the respective recognised surveillance authority.The results of the certification and of the external surveillance must be kept for at least fiveyears. On request, they must be presented to the DIBt and to the highest constructionsupervisory authority responsible by the certification agency or the surveillance agency.

3 Regulations covering design and dimensions

3.1 General

Unless stated otherwise below, DIN 10542 applies to the design and calculation ofstructures using Pressure-grouted anchors.

3.2 Further verifications

3.2.1 Permissible prestressing forces

There is evidence required that the permissible prestressing forces Pm0,max according tosection 3.2 of the general construction supervisory authority approval No. Z-13.1-21 orsection 3.2 of the general construction supervisory authority approval No. Z-13.1-82 are notexceeded.

3.2.2 Change of load in the steel tendon due to frequently repetitive live loads

When determining the anchor load, evidence must be provided that the change of load(characteristic value) in the steel tendon due to frequently repetitive live loads (includingwind) is not larger than 20% of the characteristic stress Ek.

The fatigue tests that were performed on the anchor bushings according to the generalconstruction supervisory authority approval No. Z-13.1-21 and No. Z-13.1-82 as part of theapproval process, detected in the upper voltage of 0,65 fpk an oscillating width of 80 N/mm

2 (prestressing steel) of load cycles of 2x106.Evidence will be required that the amplitude on the air side of the anchor bushing is notover the value of 0,7 times.Numbers of load cycles over 2x106 are not proven with the general construction supervisory

authority approval No. Z-13.1-21 and No. Z-13.1-82.


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Anchor bushings with outside thread must not be subject to not predominantly static loads.A certificate is only required if the pulsating load is not covered by the prestressingoperation.

3.3 Rock anchorsThe overall safety of the anchored rock mass is subject of the rock mechanical stabilityevidences; the anchor forces required for stability must be determined by an expert12.

4 Regulations covering installation

4.1 General

Assembly and installation of pressure-grouted anchors may only be carried out underresponsible technical leadership of the applicant. Work must be carried out in accordance

with the work instructions and deposited with the DIBt.Applicant must keep a list of structures secured with permanent anchors in compliance withthis general construction supervisory authority approval, which indicates the structureanchored and the number of anchors installed.

4.2 Drilling the boreholes

4.2.1 Borehole diameter

The borehole diameter must be chosen so that the anchor including spacers can beinserted without any problems. The minimum borehole diameters are indicated inAppendices 1 to 3 (permanent anchor) or Appendix 7 (temporary anchor).

4.2.2 Drilling boreholes in the ground

In general, borehole drillings are to be cased.Boreholes may be drilled uncased or partly cased in cohesive soils, if it is demonstratedwithin the scope of a suitability test that there is solid ground on the total length of theuncased part of the drilling, that the drill rods used are sufficiently rigid to assure straightdrilling and that the borehole can be properly cleaned.

4.2.3 Drilling boreholes in rock

The drilling method is to be chosen subject to the specific rock properties. It must beverified that in the area of the free anchor length perpendicular to the borehole axis- no joint movements will be anticipated, if the annular space between the borehole

wall and sheathing is grouted with cement mortar (e.g. when the fixed anchor length

has not been limited as per Section 4.4.4), and- the expected joint movements will be smaller than the difference between thesheathing and borehole diameter, if the annular space between the borehole wall andsheathing is not grouted with cement mortar (e.g. when the fixed anchor length hasbeen limited as per Section 4.4.4).

It is recommended to check the free passage of the boreholes by means of a gauge.

4.3 Insertion into the borehole

Spacers are to be positioned in the area of the bond length as stipulated by Appendices 1to 3 or Appendix 7. Positioning spacers may be omitted in non-cohesive soils, if the wallthickness of the starting tube or the material thickness at the nipple passages is ≥ 10 mm.

12 &arthor. and #ondation engineering eperts mst !e conslted to determine the static and constrctie reirements andor.ing loads(


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If in case of a cased borehole, the projecting end of the drill outfit has an edged internalthread or a sharp-edged pipe end, the anchors prepared in accordance with Section 2.2.1may only be inserted into the borehole, when an edge-free inserting trumpet or a pipenipple fully covering the internal thread of the casing has been placed onto the projectingend of the drill outfit. Care must be taken that the corrosion protection is not damaged wheninserting the anchor.Having injected the borehole with cement grout in accordance with section 4.4.2 and placedthe grout cap, grouting may be necessary - at least up to the transition point from bondlength lv to tendon free length lfs - while pulling out the casings gradually.

4.4 Manufacturing the grouted anchor

4.4.1 Composition of the cement grout

The basic materials for the cement grout are cements with particular properties inaccordance with DIN 1164-1013 and cements by DIN EN 197-114 - taking account of thisexposure class in accordance with DIN EN 206-115 in connection with DIN 1045-216 (Tables1, F.3.1 F.3.2) -, water according to DIN EN 100817 and any additional funds in accordance

with DIN EN 934-218 in connection with DIN V 1899819 taking into account of DIN V 20000-10020 with general approval and aggregate for concrete (concrete aggregates) according toDIN EN 1262021 in combination with DIN V 20000-10322.The water/cement value must range between 0.35 and 0.7 and should be chosen as low aspossible. The cement grout must be mixed mechanically, and may not segregate and lumpbefore its injection.When cement grout gets into direct contact with prestressing strands, cement grout as perDIN EN 4478 and, in addition, in compliance with DIN EN 4459 and DIN EN 44610 is to beused. This applies, for example, for temporary anchors, or, in case the cavity between the

1* DIN 1164-10:2004-0+ ements ith special properties - art 10: omposition, speci#ications and proo# o#

con#ormit$ o# common cements ith special properties

14 DIN 1164-10 cor1:2005-01 orrigenda to DIN 1164-10:2004-0+

DIN &N 19)-1:2004-0+ ement - art 1: omposition, speci#ications and con#ormit$ criteria #or commoncements; %erman ersion &N 19)-1:2000 < A1: 2004

15 DIN &N 19)-1 cor1:2004-11 orrigenda to DIN &N 19)-1:2004-0+DIN &N 206-1:2001-0) oncrete - art 1: Speci#ication, per#ormance, prodction and con#ormit$DIN &N 206-1A1:2004-10 oncrete - art 1: Speci#ication, per#ormance, prodction and con#ormit$; %erman

ersion &N 206-1A1: 2004

DIN &N 206-1A2:2005-09 oncrete - art 1: Speci#ication, per#ormance, prodction and con#ormit$; %ermanersion &N 206-1:2000 A2: 2005

16 DIN 1045-2:200+-0+ Strctres made o# concrete, rein#orced concrete and prestressed concrete art 2:

oncrete, Speci#ication, per#ormance, prodction and con#ormit$ - Application rles#or DIN &N 206 1

1) DIN &N 100+:2002-10 iing ater #or concrete - Speci#ication #or sampling, testing and assessing thesita!ilit$ o# ater, inclding ater accmlating in the concrete indstr$, as miing

ater #or concrete; %erman ersion &N 100+:2002

1+ DIN &N 9*4-2:2002-02 Admitres #or concrete, mortar and grot - art 2: oncrete admitres -De#initions, reirements, con#ormit$, mar.ing and la!eling

DIN &N 9*4-2A1:2005-06 Admitres #or concrete, mortar and grot - art 2: oncrete admitres -De#initions, reirements, con#ormit$, mar.ing and la!eling; %erman ersion &N 9*4-

2:2001 A1: 2004

DIN &N 9*4-2A2:2006-0* Admitres #or concrete, mortar and grot - art 2: oncrete admitres -De#initions, reirements, con#ormit$, mar.ing and la!eling; %erman ersion &N 9*4-2:2001 A2: 2005

19 DIN " 1+99+:2002-11 Assessment o# the corrosion !ehaior o# addities according to the standards o# DIN

&N 9*4DIN " 1+99+A1:200*-05 Assessment o# the corrosion !ehaior o# addities according to the standards o# DIN

&N 9*4; Amendment A1

20 DIN " 20000-100:2002-11 Application o# !ilding prodcts in strctres - art 100: oncrete admitresaccording to DIN &N 9*4-2:2002-02

21 DIN &N 12620: 200*-04 Aggregates #or concrete; %erman ersion &N 12620:2002

DIN &N 12620 cor1:2004-12 orrigenda to DIN &N 12620:200*-04

22 DIN " 20000-10*:2004-04 Application o# !ilding prodcts in strctres - art 10*: aggregates according to DIN&N 12620:200*-04


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steel tendon and corrugated plastic pipe is grouted, after insertion of the anchor into theborehole.

4.4.2 Making the grout body

4.4.2.1 General, making the grout body in the ground

The grout body must be produced in accordance with DIN 41251, Section 7.3.3.As regards downwardly inclined anchors, cement grouting of the borehole may be carriedout before the anchor is inserted. If the borehole is grouted after insertion of the anchorconstruction into the borehole, the grouting pipe mounted on the outside of the anchor isused for such purpose, whereas ventilation for upwardly inclined anchors is conducted viaan external ventilation pipe. Cement grouting must always be carried out from the deepestpoint, whereas ventilation must be carried out at the highest point of the grout body at alltimes. The grouting operation may not be stopped until cement grout will emerge throughthe vent tube without any bubbles. In case of downwardly inclined anchors, the vent tubemay be omitted, if the borehole is injected from the bottom until cement grout will escape atthe top. In case of upwardly inclined anchors, the packer mounted outside of the sheathing

must be activated first prior to grouting.In case of a cased borehole, grouting may be carried out after injection of the casing withcement grout, with the pipes being drawn slowly while maintaining the necessary groutingpressure.Also in case of a cased borehole, grouting may be carried out under hydrostatic pressure,with the pipes being drawn slowly.

4.4.2.2 Making the grout body in rock

The rock must be so compact that perfect making of the grout body will be ensured. Thismust be verified by special examinations (e.g. visual borehole inspection, gaugemeasurement of the grout level, geohydraulic test) to the extent required.In each individual case, the mortar formula, grouting pressure and grouting operation mustbe determined by the field engineer in consultation with the expert (cf. foot note 12 on page11) in compliance with the results of the rock explorations, water injection tests and thefindings after the boreholes have been drilled. The designated grouting method must beexamined within the scope of a suitability test. The quantity of cement grout required forone anchor, its composition and the grouting pressure must be measured and recorded. Itis recommended to use the form provided in Appendix A of DIN 41251.

4.4.3 Grouting the cavity within sheathings

Grouting must always be carried out from the deepest point, whereas ventilation must becarried out from the highest point of the cavity at all times. The inner grouting pipe is to beinjected with cement grout until bubble-free cement grout will escape at the mouth of the

borehole (downwardly inclined anchors) or through the inner ventilation pipe (upwardlyinclined anchors). The grouting speed may not exceed 5 m/min.If, in case of an upwardly inclined anchor, grouting of the cavity is anticipated in the areabetween the steel tendon and smooth plastic sheathing, a short cement grout spout mustbe injected first. After its hardening, the remaining part of such cavity must be grouted bymeans of the inner grouting and the inner ventilation pipes.With respect to permanent anchors with shop grouted, corrugated sheathing in the bondlength, the cavity in the area between the bond length and anchor head must still begrouted for downwardly inclined anchors. In case of upwardly inclined anchors, grouting ofthat cavity may be omitted.In respect of permanent anchors where the cavity within the corrugated sheathing has notalready been injected with cement grout at the shop (see Section 2.2.1.2), grouting may be

carried out after insertion of the anchor into the borehole in the course of making the groutbody. Such possibility is mainly used, when limited space conditions require a ductileanchor. In case of downwardly inclined anchors, the entire area between the end cap andanchor head is to be grouted. In case of ascending anchors, sheathings are to be grouted


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by means of an inner grouting pipe and in addition by means of an inner ventilation pipe. Incase of upwardly inclined anchors, grouting of the cavity in the area between the steeltendon and smooth plastic sheathing may be omitted. Cement grout in accordance with DINEN 4478 is to be used both for inner grouting and the making of the grout body for suchtype of anchor manufacture. In addition, DIN EN 4459 and DIN EN 44610 must be observed.

4.4.4 Limitation of the load transfer length

In general, the load transfer length is to be limited by the methods listed hereinafter:a) by flushing out excess cement grout (e.g. with water or bentonite suspension) by

means of a flushing hose tightly mounted on the sheathing. The flushing hose mustbe arranged so that the first lateral exit openings are positioned 50 cm above thedesignated grout body length Iv. Verification of that value must be confirmed in therecord. The flushing pressure applied must amount to about 4 bar.

b) by flushing out excess cement grout by means of a flushing lance. The flushinglance, which is closed at the bottom and provided with side openings, must beinserted up to approx. 1.0 m above the designated grout body length lv. The

flushing pressure applied must amount to about 4 bar.c) by blocking the load transfer length by means of a packer. Suitability of the packeris to be demonstrated within the scope of a suitability test.

Methods a) and b) are to be applied for downwardly inclined grouted anchors in soil andmay also be used for downwardly inclined ground anchors in rock. Method c) is to beapplied for upwardly inclined grouted anchors, but may also be used for downwardlyinclined anchors. Limitation of the fixed anchor length can be neglected, if the conditionscomply with DIN 41251, section 7.5.

4.4.5 Post-grouting

Post-grouting operations using cement suspension may be carried out in accordance withDIN 41251, Section 7.4.

Subsequently, the free anchor length is to be flushed free, e.g. with water or bentonitesuspension.

4.5 Protective measures against corrosion on site

4.5.1 General

The individual steps for the assembly of the anchor head on the construction site includingcorrosion protection measures must be carried out in accordance with the work instructionsfiled with the DIBt.The following corrosion protection measures are to be carried out on the anchor head onthe construction site.

4.5.2 Permanent anchors

The area between the bearing plate and the upper end of the smooth plastic sheathing(anchor type G) or of the corrugated plastic sheathing (anchor types R and T) must beprotected by means of a steel tube (anchor trumpet) welded to the bearing plate. For thispurpose, the transition to the smooth plastic sheathing must be sealed by means of a lipseal in the case of anchors type G (see Appendix 4) and the transition to the corrugatedplastic pipe by means of two roll rings in the case of anchors types R and T (see Appendix5). The cavity between the steel tendon and the bearing plate/steel tube is to be injectedwith Nontribos MP-2 or vaseline "Cox GX".If the smooth or corrugated plastic sheathing has been injected with cement grout andNontribos MP-2 has been used as the anti-corrosion compound, then the cement grout

surface inside the plastic sheathing is to be sealed with Icosit 277 beforehand.After the anchor has been stressed, the anchor bushing and the excess protrudingprestressing steel are to be protected by means of an inner PE protection cap that will bescrewed onto the anchor head and whose cavity is also to be injected with vaseline "Cox


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GX". The inner protection cap is to be sealed against the bearing plate by means of asealing consisting of a Denso Bandage.An outer steel protection cap including an underlying washer made of Perbunan is to bescrewed onto the bearing plate as an additional protection measure. If the anchor head isset in concrete, such outer protection cap may be omitted.If anchors must be restressed, care must be taken that corrosion protection is properlyexecuted after restressing again, e.g. through injection of vaseline "Cox GX".

4.5.3 Temporary anchors

The area between the bearing plate and the upper end of the smooth plastic sheathing is tobe protected by means of a steel tube (anchor trumpet) welded to the bearing plate, withthe transition to the smooth plastic sheathing being sealed by means of a lip seal (seeAppendix 8). After the anchor has been stressed, the anchor bushing and the excessprotruding prestressing steel are to be protected by means of a PE protection cap that willbe pushed onto the anchor bushing.

4.6 Stressing operationAfter sufficient hardening of the grout body, the anchors may be stressed. To do so, ahollow piston jack is pushed onto the excess protruding strand. That jack is seated on theanchor bushing of the anchor head.A 6 mm wedge slip occurring at the anchor head when transferring the stressing force fromthe jack to the wedges must be taken into account (see Section 2.1.3).After the anchor has been defined and the stressing jack dismantled, the strands are to besevered about 30 mm outside of the anchor bushing. The wedges of temporary anchors arecovered by means of a wedge locking plate screwed to the anchor bushing. Supplementarycorrosion protection measures are described in Section 4.5 hereof.

4.7 Suitability and acceptance tests, supervision of the installationSuitability and acceptance tests are to be carried out on every construction site incompliance with DIN 41251.Suitability tests for permanent anchors are to be supervised by a surveillance agency formonitoring the installation of grouted anchors, which is stated in the list of inspection,surveillance and certification agencies according to the German state constructionordinances, part V, as amended from time to time23.The surveillance agency employed, within the scope of monitoring activities related tosuitability and acceptance tests, must supervise at least randomly the assembly ofpermanent anchors on the construction site, especially the corrosion protection measuresto be carried out on site, e.g. the complete grouting of the anchor head area with anti-

corrosion compound.If the annular space between the steel tendon and the corrugated plastic sheathing is onlyinjected with cement grout in the borehole (see Sections 2.2.1.2 and 4.4.3), the basicfunctioning is to be controlled by the surveillance agency. In addition, proper execution is tobe monitored by random checks. This has to be mentioned in the test report.The surveillance agency must report to the competent building supervision authority, whenfacilities and personnel on site do not warrant proper installation. The beginning of suchwork is to be reported to the building supervision authority in charge.

2* last: =ist o# testing, inspection and certi#ication !odies to the state !ilding codes - as o# a$ 2009 - DI't - ommnications,%erman Institte #or 'ilding echnolog$ 40 32009, Special Isse No( *)


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5 Provisions for usage, maintenance and service

5.1 Restressing, verifying the anchor force

The anchors may be restressed. To do so, a jack will be used that is supported by thebearing plate via a stressing chair. The anchor bushing is lifted off the bearing plate via atensioning sleeve screwed onto its thread without loosening the wedges by means of thestressing jack. After the restressing distance has been reached, supporting shells (halfshells) are inserted from the height of the restressing distance between the anchor bushingand the bearing plate, so that the restressing force is transferred from the anchor bushing tothe bearing plate via the supporting shells.The anchor force of a stressed anchor may be verified either by the stressing devicedescribed for restressing operations or by means of a special testing jack that is directlyscrewed onto the thread of the anchor bushing. In doing so, such anchor force is measuredthat occurs in the moment when the anchor bushing is lifted off the bearing plate (lift-offtest).Restressing of the anchor including loosening of the wedges is only permissible as avariant, if the wedge positions of the wedges resulting from a previous stressing operationare shifted by at least 15 mm outwards after restressing and anchoring. However, suchrestressing is only possible, if the strands are sufficiently protruding from the anchorbushing. That variant is especially used for temporary anchors where the anchor bushingnormally has no external thread.

5.2 Verification

DIN 41251, Section 13, applies.If required, verification should be assumed by the surveillance agency which has alreadyconducted the suitability tests.

Henning Certified by:W. FallerDeutsches Institut für Bautechnik


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A U S T R I A

A R G E N T I N A

A U S T R A L I A

B E L G I U M

B O S N I A A N D H E R Z E G O V I N A

B R A Z I L

C A N A D A

C H I L E

C O L O M B I A

C O S T A R I C A

C R O A T I A

C Z E C H R E P U B L I C

D E N M A R K

E G Y P T

E S T O N I A

F I N L A N D

F R A N C E

G E R M A N Y

G R E E C E

G U A T E M A L A

H O N D U R A S

H O N G K O N G

I N D O N E S I A

I T A L Y

J A P A N

K O R E A

L E B A N O N

L U X E M B O U R G

M A L A Y S I A

M E X I C O

N E T H E R L A N D S

N O R W A Y

O M A N

P A N A M A

P A R A G U A Y

P E R U

P O L A N D

P O R T U G A L

Q A T A R

S A U D I A R A B I A

S I N G A P O R E

S O U T H A F R I C A

S P A I N

S W E D E N

S W I T Z E R L A N D

T A I W A N

T H A I L A N D

T U R K E Y

U N I T E D A R A B E M I R A T E S

U N I T E D K I N G D O M

U R U G U A YU S A

V E N E Z U E L A

DYWIDAG-Systems International GmbHGermanenstrasse 886343 Koenigsbrunn, GermanyPhone +49-8231-96 07 0Fax +49-8231-96 07 40E-mail [email protected]

DYWIDAG-Systems International GmbHMax-Planck-Ring 140764 Langenfeld, GermanyPhone +49-2173-79 02 0Fax +49-2173-79 02 20E-mail [email protected]

www.dywidag-systems.de

DYWIDAG-Systems International GmbHSchuetzenstrasse 2014641 Nauen, GermanyPhone +49-3321-44 18 0Fax +49-3321-44 18 18E-mail [email protected]

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