dywidag geotechnical systems · 2 din spec 18537:2012-02 supplementary provisions to din en...

GEWI® Piles

Approval NumberZ-32.1-9

Validity01 January 2014 - 01 January 2019

DYWIDAG GEWI® Piles (Micro-piles/Composite Piles) with a Load-Carrying Element made of Steel Bars with Thread Ribs S 555/700, Ø 63.5mm)

DYWIDAG Geotechnical Systems

Deutsches Institut für Bautechnik DIBt

(German Institute for Civil Engineering)

General Construction Supervisory Authority Approval

Approval Office for Construction Products and Construction Methods Testing Office for Structural Engineering A statutory body commonly sponsored by the German national government and regional states Member of the EOTA, UEAtc and WFTAO

Date: Reference No.:

December 10, 2013 I 63-1.34.14-14/13

Approval No.: Period of validity: Z-32.1-9 from: January 1, 2014 to: January 1, 2019 Applicant: DYWIDAG-Systems International GmbH Destouchesstrasse 68 80796 München Subject of approval: DYWIDAG GEWI Piles (Micropiles/Composite Piles) with a Load-Carrying Element made of Steel Bars with Thread Ribs S 555/700, 63.5 mm dia. The above-mentioned subject of approval is hereby granted a general construction supervisory authority approval. This general construction supervisory authority approval comprises ten pages and three appended sheets. The subject matter was granted a general construction supervisory authority approval on April 11, 1995 for the very first time.

DIBt I Kolonnenstrasse 30 B 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 Notice This general construction supervisory authority approval is the translation of a document originally prepared in the German language which has not been verified and officially authorized by the “Deutsches Institut für Bautechnik“ (German Institute for Civil Engineering). In case of doubt in respect to the wording and interpretation of this approval, the original German version of this document shall prevail exclusively. Therefore, no liability is assumed for translation errors or inaccuracies.

Deutsches Institut für Bautechnik DIBt General Construction Supervisory Authority Approval No. Z-32.1-9 Page 2 of 10 I December 10, 2013

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I. GENERAL PROVISIONS

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

2 If requirements for particular technical knowledge and experience of persons

entrusted with the manufacture of construction products and construction methods are imposed in accordance with state-specific regulations corresponding to Section 17 Sub-Section 5 of the Musterbauordnung (German Model Building Code), it must be observed that such technical knowledge and experience can also be proven by equal supporting documents issued by other member states of the European Union. Where required, this also applies for equal supporting documents submitted within the scope of the Agreement on the European Economic Area (EEA) or other bilateral agreements.

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

4 This general construction supervisory authority approval is granted without prejudice to the rights of third parties, especially private property rights.

5 Notwithstanding any further regulations in the "Special Provisions" section, the

manufacturer and distributor of the subject of approval must provide the user with copies of the general construction supervisory authority approval; furthermore, they have to inform the user that the general construction supervisory authority approval must be available at the place of use. Copies of this general construction supervisory authority approval must be made available to the involved authorities on request.

6 This general construction supervisory authority approval may only be copied in its

entirety. The publication of extracts is subject to the approval by the DIBt. Texts and drawings of advertising material may not contradict this general construction supervisory authority approval. Translations of the general construction supervisory authority approval must contain the note "Translation of the German original which has not been verified by the DIBt".

7 This general construction supervisory authority approval is granted subject to

revocation. The provisions of this general construction supervisory authority approval can be subsequently amended or changed, especially if the latest technical findings give reason for this.


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II. SPECIAL PROVISIONS 1 Subject of approval and scope of application

1.1 Subject of approval

Subject of this general construction supervisory authority approval are DYWIDAG GEWI piles with a load-carrying element made of steel bars with thread ribs (GEWI steel) S 555/700 with a nominal diameter of 63.5 mm. The piles in question are micropiles (composite piles) for which the stipulations of DIN EN 141991 in conjunction with DIN SPEC 1853922 must be observed, unless stated otherwise below.

1.2 Scope of application The piles may be used as tension or compression piles for permanent and temporary (≤ 2 years) use. The piles are designed for loading by axial loads only. A geotechnical expert must be consulted, if the soil contains elements which might weaken the corrosion protection of the cement grout, in case they intrude into the grout body (e.g. organic material). The piles may not be installed, if the foundation soil contains ground water or seepage water from waste heaps and/or landfills and a high probability of steel corrosion in the form of cavities and holes in accordance with DIN 50929-33, Table 7, with Wo < -8, can be presumed, unless the steel load-carrying element is protected by a corrugated plastic sheathing over its entire length.

2 Provisions covering the construction product 2.1 Features and constituents 2.1.1 General

In accordance with Appendices 1 or 2, the piles must be made from a continuous steel load-carrying element (see Section 2.1.2), and uniformly sheathed with cement grout over their entire length.

2.1.2 Steel tendon 2.1.2.1 Steel grade and dimensions

Only general construction supervisory authority approved steel bars with thread ribs (GEWI steel) S 555/700, nominal diameter 63.5 mm, may be used.

2.1.2.2 Coupler splice In accordance with the general construction supervisory authority approval No. Z-1.5-2 for threaded splices and anchorages for steel bars with thread ribs S 555/700, nominal diameter 63.5 mm, steel bars with thread ribs may be spliced with couplers (see Appendices 1 through 3). For tensile loads the couplers must be torqued with nuts.

1 DIN EN 14199:2012-01 Execution of special geotechnical works - Micropiles; German version EN

14199:2005 2 DIN SPEC 18537:2012-02 Supplementary provisions to DIN EN 14199:2012-01, Execution of special

geotechnical works - Micropiles 3 DIN 50929-3:1985-09 Corrosion of metals; probability of corrosion of metallic materials when subject to

corrosion from the outside; buried and underwater pipelines


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In the case of non-dynamic loads, lock nuts can be neglected, if a fixed heat shrink sleeve is used in accordance with Appendix 3. The material properties and dimensions must correspond to the specifications deposited with the DIBt. If in the case of compressive piles the coupler is not secured with lock nuts, it must either be glued to the load-carrying element or prevented from unscrewing by means of pins. In the case of load-carrying elements embedded in corrugated plastic sheathings (see Section 2.1.3), the couplers must be protected with a corrosion-protection heat shrink sleeve as shown in Appendix 3. The material properties and dimensions must correspond to the specifications deposited with the DIBt. The hollow space between the grout column and splice must, pursuant to DIN 306724, be completely grouted with the plastic sealing tape "Densoplast Petrolatum" on both sides of the splice, before the heat shrink sleeve is shrunk on. The petrolatum must be melted on through heating. The heat shrink sleeves must have a minimum wall thickness of 1.5 mm in the shrunk condition. The heat shrink sleeves must be hot shrunk with hot air, infrared radiation or the low flame of a gas burner. The distance between the joints in the longitudinal direction of a steel bar with thread ribs must be ≥ 1 m. Irrespective of the above stipulations in this section, fixing with lock nuts is always required in the case of alternating loads and dynamic loads in accordance with DIN EN 1991-1-15, Section 2.2 (see Appendix 3).

2.1.2.3 Pile connection in the foundation body In accordance with the general construction supervisory authority approval No. Z-1.5-2 for screwed coupler splices and anchorages for steel bars with thread ribs S 555/700, nominal diameter 63.5 mm, the steel load-carrying element must be anchored with anchorages. The additional reinforcement in the pile head must be positioned in accordance with this general construction supervisory authority approval.

2.1.3 Corrugated plastic sheathing The load-carrying element can be embedded in a grouted corrugated plastic sheathing over its entire length, except for possible joints (see Appendix 2). In this case the load-carrying element must be coated with a corrugated sheathing made of either PVC-U in accordance with DIN EN ISO 1163-16, polyethylene with a molding compound as specified by DIN EN ISO 1872-17- PE,E,45 – T022 or polypropylene with a molding compound pursuant to DIN EN ISO 1873-18 – PP – B, EAGC, 10-16-003 or DIN EN ISO 1873-1

8 – PP – H, E, 06-35-012/022. It is

necessary to ensure that only straight tubes are used. The sheathing must have a uniform wall thickness of ≥ 1 mm; only tubes may be used which do not show any trapped bubbles and whose pigmentation is uniform.

4 DIN 30672:2000-12 External organic coatings for the corrosion protection of buried and immersed

pipelines for continuous operating temperatures up to 50°C - Tapes and shrinkable materials

5 DIN EN 1991-1-1:2010-12 Eurocode 1: Actions on structures - :Part 1:-1: General actions - Densities, self-weight, imposed loads for buildings; German version EN 1991-1-1:2002 + AC:2009

6 DIN EN ISO 1163-1:1999-10 Plastics - Unplasticized poly(vinyl chloride) (PVC-U) molding and extrusion materials - Part 1: Designation system and basis for specifications (ISO 1163-1:1995); German version EN ISO 1163-1:1999

7 DIN EN ISO 1872-1:1999-10 Plastics - Polyethylene (PE) molding and extrusion materials - Part 1: Designation system and basis for specifications (ISO 1872-1:1993); German version EN ISO 1872-1:1999

8 DIN EN ISO 1873-1:1995-12 Plastics - Polypropylene (PP) molding and extrusion materials - Part 1: Designation system and basis for specifications (ISO 1873-1:1995); German version EN ISO 1873-1:1995


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The possibly required individual segments of PVC-U sheathings must be screwed together and carefully glued with specific PVC adhesive. Unspliced tubes must be used as PE or PP sheathings. A steel or PE cap must be connected to the corrugated sheathing using cams and glued on the earth-sided end piece. The vent cap must be conglutinated to the corrugated sheathing on the air-sided end piece of the corrugated sheathing.

2.2 Manufacture, storage, transport and marking 2.2.1 Corrosion protection and manufacture of prefabricated piles for installation

and grouting The cement grout covering of the steel load-carrying element as required by Section 4.3.4 must be ensured by the measures stipulated therein. If the steel load-carrying element is coated with a corrugated plastic sheathing in accordance with Section 2.1.3, the annulus between the load-carrying element and the corrugated sheathing must be grouted from the bottom to the top as required by DIN EN 4479 with the load-carrying element inclined. In addition, DIN EN 44510 and DIN EN 44611 must be observed. To ensure complete grouting the vent cap must be connected to a 0.5 m long grout hose or to a grout cone. The load-carrying element must be provided with spacers every 1 m to maintain a distance of ≥ 5 mm between the load-carrying element and the corrugated sheathing, or a PE helix 6 mm dia. with a pitch of 0.5 m placed between them. The above work must be carried out in a factory.

2.2.2 Transport and storage The effectiveness of the corrosion protection applied depends on the integrity of the corrosion protection components used. Therefore, special care must be taken during transport, storage and installation of the readily assembled piles that the corrosion protection components, in particular the corrugated plastic sheathing, are not damaged as a result of improper handling. If in the case of a cased borehole, the projecting end of the drill outfit has an edged internal thread or a sharp-edged pipe end, the steel load-carrying elements prepared in accordance with Section 2.2.1 may only be inserted into the borehole, when an edge-free inserting trumpet or a pipe nipple fully covering the internal thread of the casing has been placed onto the projecting end of the drill outfit. Care must be taken that the corrosion protection is not damaged when inserting the load-carrying element.

2.2.3 Marking The delivery note for the prefabricated pile must be marked with the conformity symbol by the manufacturer pursuant to the conformity symbol regulations issued by the German Laender. The marking may only be carried out, if the requirements according to Clause 2.3 have been met. Among other things, the delivery note must include the information for which piles the prefabricated pile components are determined and in which factory they have been produced. Only components for one micropile type to be specified may be delivered on a delivery note.

9 DIN EN 447:1996-07 Grout for prestressing tendons - Specification for common grout; German version

EN 447:1998 10 DIN EN 445:1996-07 Grout for prestressing tendons - Test methods; German version EN 445:1996 11 DIN EN 446:1996-07 Grout for prestressing tendons - Grouting procedures; German version EN 446:1996


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2.3 Certificate of conformity 2.3.1 General

Based on an in-house production inspection and regular external supervision including initial inspection, every fabricating plant must observe the following provisions to confirm conformity of the pile components and the prefabricated piles for installation and grouting in accordance with the provisions of this general construction supervisory authority approval. The manufacturer of the pile components and the prefabricated piles must commission a recognized certification institution to issue the certificate of conformity as well as a recognized inspection agency for external surveillance including product inspections. The declaration that a certificate of conformity has been issued must be made by the manufacturer by marking the building products with the mark of conformity, indicating the intended purpose. The certification agency must send a copy of the issued certificate of conformity to the DIBt for information. In addition, a copy of the original inspection report must be forwarded to the DIBt for information.

2.3.2 In-house manufacturing control 2.3.2.1 General

Each manufacturing plant must set up and also carry out its own quality control. In-house manufacturing control is understood to be the continual monitoring of production by the manufacturer 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 recordings must contain at least the following information:

- Description of the building product or rather of the basic material and its components,

- type of control or inspection, - date of manufacture and date of inspection of the building product or rather of

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

respective requirements, - a signature by the person responsible for in-house quality controls.

The records must be kept for minimum five years and submitted to the external agency assigned with surveillance. On request, they must be submitted to the DIBt and to the competent highest construction supervisory authority. If the inspection results are unsatisfactory, the manufacturer must immediately take the necessary steps to eliminate the problem. Building products which do not meet requirements must be marked so that they cannot be mixed with conforming products. Once the problem has been eliminated, the inspection in question must be repeated promptly, provided that this is technically feasible and also required, to verify elimination of the problem. The in-house quality control should at least include the following measures.


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2.3.2.2 Steel bars with thread ribs, anchoring and connecting means Only steel bars with thread ribs, anchoring and connecting means may be used in accordance with the statements made in Section 2.1.2 for which evidence of conformity has been conducted pursuant to the corresponding general construction supervisory authority approval. The stipulations for the receiving inspection set therein must be observed.

2.3.2.3 Corrugated plastic sheathing The composition of the molding compound must be verified by certificate of compliance "2.1" as per DIN EN 1020412 . One corrugated plastic sheathing per batch (100 sheathings) must be sampled to measure the wall thickness at one internal and one external corrugation and on the flank of the tubes as well as the diameter. The dimensions must correspond to the drawings deposited with the DIBt and the external surveillance agency. The decision whether the batch is accepted or rejected must be made in accordance with Section 2.3.2.7.

2.3.2.4 Vent caps and grout caps The material properties and dimensions must correspond to the specifications deposited with the DIBt and the external surveillance agency. The values must be verified by certificate of conformity "2.1" in accordance with DIN EN 10204

12.

2.3.2.5 Heat shrink sleeves The material characteristics of the heat shrink sleeves and of the adhesive must be attested by certificate of compliance "2.1" in accordance with DIN EN 10204

12. The

wall thickness must be measured at 3 locations on the basic material, and the application of the adhesive determined per batch (100 pieces). The decision whether the batch is accepted or rejected must be made in accordance with Section 2.3.2.7.

2.3.2.6 Factory applied corrosion protection The corrosion protection measures to be carried out in the factory pursuant to Section 2.2.1 must be verified by visual inspection on each pile (statistical evaluation not necessary). Grout inspections must be carried out pursuant to DIN EN 447

9. In addition, DIN EN

44510

and DIN EN 44611

must be observed. 2.3.2.7 Inspection plan

If each individual measured value equals or exceeds the minimum value stipulated, the batch must be accepted. If not, further samples can be taken. The same measurements as those on the first sample must be carried out on such samples. The measuring results must be integrated into the previous measurements. The mean value x and the standard deviation s must be obtained from all values. If the resulting test value (numerical value)

z = x - 1.64 s equals or exceeds the minimum value stipulated, the batch must be accepted, otherwise rejected.

2.3.3 External surveillance The in-house quality control in each manufacturing plant must be monitored by external surveillance on a regular basis, but at least twice a year. An initial inspection must be carried out as part of the external surveillance. Also samples for sampling tests must be taken and testing tools inspected. In each case, samplings and tests are incumbent on the respective recognized surveillance authority.

12 DIN EN 10204:2005-01 Metallic products - Types of inspection documents; German version EN 10204:2004


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The results of the certification and external surveillance must be kept for minimum five years. On request, they must be presented to the DIBt and to the competent highest construction supervisory authority by the certification agency or the surveillance agency.

3 Provisions covering design and dimensions 3.1 General

Unless stated otherwise hereinafter, the technical construction standards, in particular DIN EN 1997-113, DIN EN 1997-1/NA14, DIN 105415 and DIN 1054/A116, apply. In the case of dynamic loads according to DIN EN 1991-1-1

5, Section 2.2, it must be

demonstrated that the permissible fatigue stress range of the steel load-carrying element or rather of the coupler splices and the anchorages is not exceeded. The permissible fatigue stress range can be taken from the corresponding general construction supervisory authority approvals for steel bars with thread ribs (see Section 2.1.2.1) and/or for the screwed coupler connections and anchorages of steel bars with thread ribs (general construction supervisory authority approval No. Z-1.5-2). As partial safety factor ƴM for the material strength of the steel load-carrying element, ƴM = 1.15 must be used in the design situations BS-P, BS-T and BS-A.

3.2 Tensile stressed piles with standard corrosion protection Evidence must be produced for piles provided with standard corrosion protection in accordance with Appendices 1 and 3 and which are intended for permanent installation (longer than 2 years) that the following tensile stresses and/or marginal stresses do not exceed the value of 230 N/mm² when subjected to irregular bending stresses in steel based on the rated values of the loads in the design situation BS-P.

3.3 Verification of the transfer length (load transfer length) in the ground It must be ensured that the load transfer length into the ground exceeds the required transfer length from the steel load-carrying element into the cement grout. To verify the transfer length, the rated value of the bond strength must be determined in accordance with DIN EN 1992-1-117, Section 8.4.2, in conjunction with DIN EN 1992-1-1/NA18. The coefficient for consideration of the bar diameter can be set at ƞ2 = 0.9.

13 DIN EN 1997-1:2009-09 Eurocode 7: Geotechnical design - Part 1: General rules; German version EN 1997-

1:2004 + AC:2009 14 DIN EN 1997-1/NA:2010-12 National Annex - Nationally determined parameters - Eurocode 7: Geotechnical

design - Part 1: General rules 15 DIN 1054:2010-12 Subsoil - Verification of the safety of earthworks and foundations - Supplementary

rules to DIN EN 1997-1 16 DIN 1054/A1:2012-08 Subsoil - Verification of the safety of earthworks and foundations - Supplementary

rules to DIN EN 1997-1:2010; amendment A1:2012 17 DIN EN 1992-1-1:2011-01 Eurocode 2: Design of concrete structures - Part 1-1: General rules and rules for

buildings; German version EN 1992-1-1:2004 + AC:2010 General rules and rules for buildings; German version EN 1992-1-1:2004+ AC:2010

18 DIN EN 1992-1-1/NA:2011-01 National Annex - Nationally determined parameters - Eurocode 2: Design of concrete structures – Part 1-1: General rules and rules for buildings

DIN EN 1992-1-1/NA Ber 1:2012-06 National Annex - Nationally determined parameters - Eurocode 2: Design of concrete structures – Part 1-1: General rules and rules for buildings; Corrigendum to DIN EN 1992-1-1/NA:2011-01


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3.4 Entire structure If required, the slip (see details in Appendix 3) occurring in tensile stressed coupler splices without the use of lock nuts must be taken into account for the design of the entire structure.

4 Provisions covering installation 4.1 General

DIN EN 141991 in conjunction with DIN SPEC 185 39

2 apply for the installation of

micropiles, unless stated otherwise below. 4.2 Company carrying out the installation

The micropiles as described in this general construction supervisory authority approval may only be installed under the responsible technical supervision of DYWIDAG-Systems International GmbH. The micropiles may also be manufactured by companies which can present a certificate by DYWIDAG-Systems International GmbH that they have been thoroughly trained in the manufacture of micropiles described in this general construction supervisory authority approval. The company executing the installation must declare that the micropiles produced by it comply with the provisions of this general construction supervisory authority approval.

4.3 Pile shaft 4.3.1 General

To prove the compressive strength of the grout body, two series of 3 samples every 7 work days must be produced on which piles are concreted or per construction site, respectively.

4.3.2 Cement grout The basic materials to be used for the cement grout are cements with particular properties in accordance with DIN 1164-1019 and cements in line with DIN EN 197-120, taking into consideration the valid exposure classes as defined by DIN EN 206-121 in conjunction with DIN 1045-222 (Tables 1, F.3.1 and F.3.2), water as stipulated by DIN EN 100823 and, where required, additives in accordance with DIN EN 934-224 in conjunction with DIN EN 206-1

21/DIN 1045-2

22 or a general construction

supervisory authority approval, and natural aggregates for concrete in compliance with DIN EN 1262025 and the List of Building Regulations B Part 1, Annex 1/1.3, taking into account DIN EN 206-1

21/DIN 1045-2

22, Annex U.

19 DIN 1164-10:2004-08 Special cement - Part 10: Composition, requirements and conformity evaluation for

special common cement DIN 1164-10 Ber. 1:2005-01 Corrigendum to DIN 1164-10:2004-08 20 DIN EN 197-1:2011-11 Cement - Part 1: Composition, specifications and conformity criteria of common

cements; German version EN 197-1:2011 21 DIN EN 206-1:2001 -07 Concrete - Part 1: Specification, performance, production and conformity DIN EN 206-1/A1:2004-10 Concrete - Part 1: Specification, performance, production and conformity; German

version EN 206-1/A1:2004 DIN EN 206-1/A2:2005-09 Concrete - Part 1: Specification, performance, production and conformity; German

version EN 206-1:2000/A2:2005 22 DIN 1045-2:2008-08 Concrete, reinforced and prestressed concrete structures; Part 2: Concrete -

Specification, properties, production and conformity - Application rules for DIN EN 206-1

23 DIN EN 1008:2002-10 Mixing water for concrete - Specification for sampling, testing and assessing the suitability of water, including water recovered from processes in the concrete industry, as mixing water for concrete; German version EN 1008:2002

24 DIN EN 934-2:2012-08 Admixtures for concrete, mortar and grout - Part 2: Concrete admixtures - Definitions, requirements, conformity, marking and labelling; German version EN 934-2:2009+A1:2012

25 DIN EN 12620: 2008-07 Aggregates for concrete; German version EN 12620:2002+A1:2008


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4.3.3 Post-grouting Piles subject to load may not be post-grouted.

4.3.4 Centering and covering of the steel load-carrying element The steel load-carrying element must be centered within the borehole so that an adequate cement grout covering is provided at all locations, including the couplers. DIN SPEC 18539

2, A Annex C, applies for the minimum dimensions of the covering.

Piles with corrugated plastic sheathings as required by Appendix 2 must have a cement grout covering of at least 10 mm above the corrugated sheathings. The cement grout coverings can be ensured with spring basket spacers (see Appendices 1 and/or 2) or segment spacers (see Appendices 1 and/or 2), also in combination with grout nozzles, or by the casing alone or in combination with the above spacers. The actions to be taken depend on the soil and the inclination of the piles (see also Table 1). Table 1: Inclination of the piles and distance between the spacers

Spacer Steel load-carrying element

Inclination of the piles

Distance between spacers

1

Remarks

Spring basket or segment spacer

2

63.5 mm dia.

0° (vertical) -15°

≤ 3.0 m

Dimensions of the spacers, cf. Appendices 1 and/or 2

16°-45° ≤ 2.6 m

46°-80° ≤ 2.2 m

1 minimum of 3 spacers in each case.

2 If the wall thickness of the casing starter tube equals or exceeds the cement grout covering, spacers may be neglected in non-cohesive soils in accordance with DIN 1054

15.

4.3.5 Pile neck A corrugated PE or PVC sheathing must be provided as constructional protection of the pile neck in the transition region of the pile shaft to the foundation body (see Appendix 1). The minimum 1 mm thick corrugated sheathing must have a distance of ≥ 5 mm from the load-carrying element and must be encased with minimum 10 mm cement grout. The same holds for piles with corrugated plastic sheathing (see Section 2.1.3 and/or Appendix 2). If the piles are used only temporarily (service life ≤ 2 years) to carry loads, the corrugated plastic sheathing can be neglected. As an alternative to the corrugated sheathing, additional reinforcement made of N 94 welded steel mesh (or a reinforcement cage of an equivalent cross-section and the same spacing between the wires) can be provided around the steel load-carrying element in the pile neck. The longitudinal wires must be on the outside; the overlap length in the direction of the bar circumference must be ≥ 180°. The additional reinforcement must be located as far to the outside of the cross-section as possible; the longitudinal wires must be covered with cement grout in accordance with DIN SPEC 18539

2, A Annex C. The inner diameter of the

longitudinal wires of the additional reinforcement must be ≥ 89 mm. The welded steel mesh must be positioned concentrically to the steel tendon to meet the above conditions and centered in the borehole by suitable spacers.

Anneliese Böttcher Certified Section Head

AustriaDYWIDAG-Systems International GmbHAlfred-Wagner-Strasse 14061 Pasching/Linz, AustriaPhone +43-7229-610 49 0Fax +43-7229-610 49 80 E-mail [email protected]

Belgium and LuxembourgDYWIDAG-Systems International N.V.Philipssite 5, bus 15Ubicenter, 3001 Leuven, BelgiumPhone +32-16-60 77 60Fax +32-16-60 77 66E-mail [email protected]/emea

FranceDSI-Artéon SAS Rue de la CrazZ.I. des Chartinières01120 Dagneux, FrancePhone +33-4-78 79 27 82Fax +33-4-78 79 01 56E-mail [email protected]

GermanyDYWIDAG-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]

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

ItalyDYWIT S.P.A.Viale Europa 72 Strada A 7/920090 Cusago (MI), ItalyPhone +39-02-901 65 71Fax +39-02-901 65 73 01E-mail [email protected]

NetherlandsDYWIDAG-Systems International B.V.Veilingweg 25301 KM Zaltbommel, NetherlandsPhone +31-418-57 89 22Fax +31-418-51 30 12E-mail email.nl @dywidag-systems.comwww.dywidag-systems.com/emea

PolandDYWIDAG-Systems International Sp. z o.o. ul. Bojowników o Wolność i Demokrację 38/12141-506 Chorzów, PolandPhone +48-32-241 09 98Fax +48-32-241 09 28E-mail [email protected]

SpainDYWIDAG Sistemas Constructivos, S.A.Avd/de la Industria, 4Pol. Ind. la Cantuena28947 Fuenlabrada (Madrid), SpainPhone +34-91-642 20 72Fax +34-91-642 27 10E-mail [email protected]

United KingdomDYWIDAG-Systems International Ltd.Northfield RoadSoutham, WarwickshireCV47 0FG, Great BritainPhone +44-1926-81 39 80Fax +44-1926-81 38 17E-mail [email protected]

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