GEOTECHNICAL SYSTEMS...pitting and pitting corrosion of the steel according to DIN 50929-33, Table 7, with W 0 < -8, can be expected unless the load-bearing steel element is protected

DYWIDAG GEWI® Piles (Micropiles) with Load-Carrying Elements made of Reinforcing Steel Bar with Thread Ribs B500B, Ø20mm, Ø25mm, Ø28mm, Ø32mm, Ø40mm and Ø50mm

GEOTECHNICAL SYSTEMS

Validity 05th November 2018 - 02nd April 2021Approval Number Z-32.1-2

Deutsches Institut für Bautechnik DIBt General Construction Supervisory Authority Approval/ General Design-Type Approval No. Z-32.1-2 from February 19, 2019

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Deutsches Institut für Bautechnik DIBt (German Institute for Building Technology)

General Construction Supervisory Authority Approval/General Design-Type Approval

Approval Body for Building Products and Building Methods Constructional Testing Authority A statutory body jointly sponsored by the German national government and the German Länder Member of EOTA, UEAtc and WFTAO

Date: Reference No.:

02/19/2019 I 64-1.34.14-18/18

Approval No.: Period of validity:

Z-32.1-2 from: November 5, 2018 to: April 2, 2021 Applicant: DYWIDAG-Systems International GmbH Destouchesstrasse 68 80796 München Subject of approval: DYWIDAG GEWI Piles (Micropiles) with Load-Carrying Elements made of Reinforcing Steel Bar with

Thread Ribs B500B, Ø20mm, Ø25mm, Ø28mm, Ø32mm, Ø40mm and Ø50mm

The above-mentioned subject matter is hereby granted general construction supervisory authority accreditation/approval. This notice comprises 13 pages and 12 annexes. The subject matter was granted a general construction supervisory authority approval on August 28, 1992 for the first time.

DIBt I Kolonnenstrasse 30 B I D–10829 Berlin I Tel.: +49 30 78730–0 I Fax: +49 30 78730-320 I E-mail: [email protected] I www.dibt.de

Important note This general construction supervisory authority approval/general design-type approval is the translation of a document originally prepared in the German language which has not been verified and officially authorized by “Deutsches Institut für Bautechnik“ (German Institute for Civil Engineering). In case of doubt in respect to the wording and interpretation of this notice, the original German version hereof 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-32.1-2 Page 2 of 13 I February 19, 2019

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I GENERAL PROVISIONS

1 This notice verifies the applicability or fitness for the intended purpose of the subject matter of approval within the meaning of the Land building codes [“Landesbauordnungen”].

2 This notice does not replace the permissions, approvals and certificates required by law for the

realization of building projects. 3 This notice is issued without prejudice to the rights of third parties, especially private property

rights. 4 Copies of this notice must be made available to the user or installer of the subject matter of

approval without prejudice to more detailed provisions under “Special Provisions”. In addition, it must be pointed out to the user or installer of the subject matter of approval that this notice must be available at the site of use or installation. Copies hereof must also be made available to the authorities involved on request.

5 This notice may only be reproduced in its entirety. A publication of excerpts is subject to the

approval of DIBt. Texts and drawings included in promotional material may not contradict this notice, and translations must include the note “Translation of the German original version not verified by DIBt”.

6 This notice is issued subject to revocation. The provisions herein can be subsequently amended

or modified, especially if the latest technical findings give reason for this. 7 This notice refers to the information and documents provided by the applicant. Any

amendment of such information and documents is not covered by this notice and must be promptly disclosed to DIBt.

8 The general design-type approval covered by this notice is deemed to be a general construction

supervisory authority approval of the design at the same time.


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II SPECIAL PROVISIONS 1 Subject matter of approval and applicability

(1) Subject matter of this approval are DYWIDAG GEWI piles of company DYWIDAG-Systems International GmbH with load-bearing elements made from reinforcing steel bar with thread ribs B500B with nominal diameters of 20mm, 25mm, 28mm, 32mm, 40mm and 50mm. (2) These piles are micropiles (composite piles) for which the specifications in accordance with DIN EN 141991 in conjunction with DIN SPEC 185392 must be observed, unless otherwise stated below. In accordance with Annexes 1, 2 and 8, the micropiles must be made from a continuous load-bearing steel element consisting of 1 to 3 bars (see Section 2.1.1) and uniformly covered with cement stone over their entire length. Micropiles made from a load-bearing steel element (one-bar piles) can be provided with a corrugated plastic sheathing injected with inner cement grout (see Annex 2). (3) The micropiles may be used as tension or compression piles for permanent and temporary (≤ 2 years) installations. (4) The micropiles are designed for loading by axial loads only. (5) An expert in geotechnical engineering must be consulted if the soil contains elements which may weaken the corrosion protection in case they intrude into the grout body (e.g. organic substances). (6) The micropiles may not be installed if the subsoil contains ground water or seepage water from waste heaps and/or landfills, so that a high corrosion probability for shallow pitting and pitting corrosion of the steel according to DIN 50929-33, Table 7, with W0 < -8, can be expected unless the load-bearing steel element is protected by a corrugated plastic sheathing over its entire length.

2 Regulations covering a construction product 2.1 Properties and composition 2.1.1 Load-bearing steel element 2.1.1.1 Steel grade and dimensions

Only general construction supervisory authority approved reinforcing steel bar with thread ribs B500B, nominal diameters of 20mm, 25mm, 28mm, 32mm, 40mm and 50mm, may be used.

2.1.1.2 Single-bar piles (1) For single-bar piles, the steel load-carrying element consists of a reinforcing steel bar 20mm dia, 25mm dia., 28mm dia., 32mm dia., 40mm dia. or 50mm dia. (see Annexes 1 and 2). (2) The single-bar piles can be provided with a corrugated plastic sheathing injected with inner cement grout (see Sections 2.1.4, 2.1.5 and 2.1.6).

2.1.1.3 Multi-bar piles The load-carrying element of the multi-bar piles (see Annexes 8 and 9) can be composed of the following combinations of reinforcing steel bars with thread ribs: -- 2 Ø40mm -- 2 Ø50mm

1 DIN EN 14199:2012-01 Execution of special geotechnical works - Micropiles; German version EN 4199:2005 2 DIN SPEC 18539:2012-02 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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-- 3 Ø32mm -- 3 Ø40mm -- 3 Ø50mm -- 1 Ø40mm, 1 Ø50mm -- 2 Ø40mm, 1 Ø50mm -- 1 Ø40mm, 2 Ø50mm

2.1.1.4 Coupler splice formation (1) The reinforcing steel bars with thread ribs may be spliced by couplers in accordance with the general construction supervisory authority approvals for threaded coupler connections and anchorages of reinforcing steel bar with thread ribs according to Table 1 (see Annexes 1 through 5). Table 1: Connecting and anchoring means

Nominal diameter

[mm]

Coupler connections and anchorages according to the general construction supervisory authority approval

Z-1.5-76 Z-1.5-149

20 X

25 X

28 X

32 X

40 X

50 X

(2) For tensile loads, the couplers must be locked with nuts. In the case of non-dynamic actions, the lock nuts can be omitted if a corrosion protection heat shrink sleeve (CPSM, see Section 2.1.6) is arranged in accordance with Annex 3, 4 or 5. (3) If in the case of compression 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 (Annex 4). (4) Irrespective of the above stipulations in this section, locking with nuts is always required in the case of alternating loads and dynamic actions in accordance with DIN EN 1991-1-14, Section 2.2, in conjunction with DIN EN 1991-1-1/NA5 (see Annex 3 or 5).

2.1.2 Pile connection in the foundation body (1) Load-bearing steel elements, which consist of one reinforcing steel bar with thread ribs, may be anchored either with anchorages in accordance with the general construction supervisory authority approvals for coupler connections and anchorages of reinforcing steel bar with thread ribs according to Table 1, or, for Ø 32mm to 50mm, additionally with the tourqued plate anchorage as shown in the annexes hereto or with bond in accordance with the relevant general construction supervisory authority approvals for reinforcing steel bar with thread ribs (see Annexes 1 and 2). The additional reinforcement and, where required, the surface reinforcement must be arranged in accordance with the relevant general construction supervisory authority approvals. (2) If the load-bearing steel element consists of 2 or 3 reinforcing steel bars with thread ribs (multi-bar piles as set out in Section 2.1.1.3), the force must always be transmitted from the load-bearing steel element into the foundation body by means of anchorages in accordance with the general construction supervisory authority approvals according to Table 1 (see Annexes 8 and 9). The additional reinforcement in the pile head must be arranged as shown in Annex 9.


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2.1.3 Pile neck 2.1.3.1 Single-bar piles

(1) In the transition area from the pile shaft to the foundation body, a constructional protection of the pile neck must be ensured by arranging a corrugated PE or PVC sheathing injected with cement grout (see Annex 1). The minimum 1mm thick ribbed plastic sheathing must have a distance of ≥ 5mm to the load-carrying element and must be surrounded by at least 10mm cement stone. As an alternative to the corrugated plastic 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 load-bearing steel 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 in the cross section as far to the outside as possible, and the longitudinal wires must be covered with cement stone in accordance with DIN SPEC 18539, A Annex C. The inner diameter of the longitudinal wires of the additional reinforcement must be at least the diameter of the load-bearing steel element (dA) + 25mm. The reinforcing steel mesh shall be positioned concentrically to the load-bearing steel element to meet the above conditions and centered within the borehole by suitable spacers. (3) If the piles are installed only temporarily (service life ≤ 2 years) for the transfer of loads, then the constructional protection of the pile neck can be omitted. (4) In the case of load-carrying elements already embedded in corrugated plastic sheathing injected with inner cement grout (see Annex 2), an additional corrugated plastic sheathing is not required. As pile neck protection, the existing corrugated plastic sheathing with the bond length t1R must be integrated in the entire structure (see Annex 2).

2.1.3.2 Multi-bar piles In the case of multi-bar piles, a helix shall be placed in the area of the pile neck and its ends welded (see Annex 8). The dimensions and the arrangement of the helix can be taken from Annex 9. The cement grout covering of the helix must at least conform to the values of DIN SPEC 18539, A Annex C.

4 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 5 DIN EN 1/1/1991/NA:2010-12 National Annex - Nationally determined parameters - Eurocode 1: Actions on

structures - Part 1-1: General actions - Densities, self-weight, imposed loads for buildings


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2.1.4 Corrugated plastic sheathing (1) For single-bar piles according to Section 2.1.1.2, the load-carrying element can be embedded in a corrugated plastic sheathing injected with inner cement grout over its entire length, except for possible joints (see Annex 2). In this case, a sheathing, which must consist either of PVC-U in accordance with DIN EN ISO 1163-16, of polyethylene with a molding compound ISO 17855-PE-HD,,E,44-T022 pursuant to DIN EN ISO 17855-17 or of polypropylene with the molding compounds ISO 19069-PP-B,,EAGC,10-16-003 or ISO 19069-PP-H,,E,06-35-012/022 in accordance with DIN EN ISO 19069-18, must be slipped over the load-carrying element. It must be ensured that only straight duct are installed. The sheathing must have a uniform wall thickness of ≥ 1mm; only duct may be installed which do not show any trapped bubbles and the pigmentation of which is uniform. (2) The possibly required individual segments of the PVC-U sheathings must be screwed together and carefully glued with a specific PVC adhesive. Unspliced duct must be used as the PE or PP sheathings. (3) A PE cap (injection cap) must be connected to the sheathing using cams and glued at the earth-side end. A ventilation cap made from PE must be glued to the sheathing at the air-side end of the sheathing (see Annex 2).

2.1.5 Inner cement grout (1) Inner cement grout as prescribed by DIN EN 4479 must be used. In addition, DIN EN 44510 and DIN EN 44611 must be observed. (2) For the injection of the corrugated plastic sheathing with inner cement grout in the plant, the prepared load-carrying element must be positioned on an inclined plane, so that injection from the lowest point (injection cap) and ventilation at the highest point (ventilation cap) are ensured.

2.1.6 Additional components (1) Fix heat shrink sleeves (MWTM) and corrosion protection shrink sleeves (CPSM) must be used as the heat shrink sleeves. The material properties and dimensions of the heat shrink sleeves must correspond to the specifications deposited at DIBt. The heat shrink sleeves must be shrunk on with hot air, infrared radiation, or the soft flame of a gas burner; the wall thickness in the shrunk condition must be ≥ 1.5mm. (2) To maintain the distance of ≥ 5mm between the load-carrying element and the corrugated plastic sheathing, the load-carrying element must be provided with spacers every 1.0m, or a polyethylene helix 6mm dia. with a pitch of 0.5m must be arranged.

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 17855-1:2015-02 Plastics - Polyethylene (PE) moulding and extrusion materials - Part 1: Designation system and basis for specifications (ISO 17855-1:2014) - German version EN ISO 17855-1:2014

8 DIN EN ISO 19069-1:2015-06 Plastics - Polypropylene (PP) molding and extrusion materials - Part 1: Designation system and basis for specifications (ISO 19069-1:2015) - German version EN ISO 19069-1:2015

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

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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(3) For centering the load-carrying elements in the borehole and for ensuring sufficient cement stone covering, spring basket spacers are arranged in accordance with Annexes 1, 2 and 10 and with the specifications deposited at DIBt. For load-carrying elements embedded in corrugated plastic sheathing injected with inner cement grout, alternatively, segment spacers in accordance with Annex 2 and the specifications deposited at DIBt can be arranged. The spacers must be arranged in accordance with Section 3.3.3, Table 2.

2.2 Manufacture, packaging, transport, storage and marking 2.2.1 Corrosion protection and manufacture of the prefabricated pile construction for

installation and grouting (1) The cement stone covering of the steel load-carrying element as stipulated in Section 3.3.3 must be ensured by the measures required therein. (2) If a corrugated plastic sheathing as defined in Section 2.1.4 is slipped over the steel load-carrying element of single-bar piles, the annulus between the load-carrying element and the corrugated plastic sheathing must be injected with inner cement grout as set out in Section 2.1.5 from the bottom to the top, while the load-carrying element is stored on an inclined plane. To ensure complete grouting, the ventilation cap must be connected to a 0.5m long filling tube or to a grout cone. To maintain the distance of ≥ 5mm between the load-carrying element and the corrugated plastic sheathing, spacers as defined in Section 2.1.6 must be arranged. The above work must be carried out in a plant.

2.2.2 Packaging, transport and storage (1) The effectiveness of the corrosion protection depends on the integrity of the corrosion protection components. 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 transported by a crane hook, the assembled pile construction must be carried at its pile head-side end directly on the steel or with carrying straps or must be placed in ducts. The pile construction must be stored on the ground; contamination of the plastic ribbed pipes must be excluded. (2) Depending on the temperatures, the prefabricated pile sections may not be removed from the assembly bench earlier than one day after the injection of the inner cement grout has taken place in the plant. The further transport and the installation may only be carried out 2 days (48 hrs) after the inner cement grout has been injected in the plant. (3) If in the case of a cased borehole, the projecting end of the drill set has an edged internal thread or rather a sharp-edged tube end, the steel load-carrying elements prepared in accordance with Section 2.2.1 may only be inserted into the borehole if an edge-free inserting trumpet or a tube nipple fully covering the internal thread of the casing has been placed onto the projecting end of the drill set. Care must be taken that the corrosion protection is not damaged when the load-carrying element is inserted.

2.2.3 Marking (1) The delivery note for the prefabricated pile construction must be marked by the manufacturer with the mark of conformity (Ü-Zeichen) in accordance with the conformity mark regulations issued by the German Länder. The marking may only be performed if the requirements pursuant to Section 2.3 have been met. (2) The delivery note must, among other things, state for which piles the prefabricated pile constructions are designated and in which plant they have been manufactured. Only components for one micropile type to be specified may be delivered on a delivery note.


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2.3 Certificate of conformity 2.3.1 General

(1) The conformity of the pile components and of the pile construction prefabricated for installation and grouting with the provisions of the general construction supervisory authority approval covered by this notice must be confirmed for every manufacturing plant with a declaration of conformity (Ü-Zeichen) issued by the manufacturer based on its factory production control system and on a certificate of conformity issued by a notified product certification body, as well as regular external surveillance by a external surveillance agency in accordance with the following provisions: The manufacturer of the pile components and of the prefabricated pile construction must commission a notified product certification body and a external surveillance authority to issue the certificate of conformity (Ü-Zeichen) and perform the external surveillance, including the product testing to be carried out in this process. (2) The manufacturer shall show that a certificate of compliance has been issued by marking the construction products with the compliance mark (Ü- Zeichen) including a reference to the designated use. (3) The notified product certification body must send a copy of the certificate of conformity issued to the DIBt. (4) In addition, DIBt must be provided with a copy of the report on the first testing for information.

2.3.2 Factory production control (1) Each manufacturer and each supplier must set up and also carry out their own factory production control. Factory production control is understood to be the continual monitoring of production by the manufacturer or supplier who thus ensures that the construction products manufactured meet the requirements of this general construction supervisory authority approval. (2) The factory production control system should at least include the measures listed in Annex 12 regarding the incoming goods inspection and the control during the production. (3) The results of the factory production control shall be recorded and evaluated by each manufacturer and each supplier. The records must at least contain the following information: - The description of the construction product or of the basic material and of its components, - the type of the control or inspection, - the date of manufacture and the date of inspection of the construction

product or of the basic material or of its components, - the results of the controls and inspections and, if applicable, a comparison

with the relevant requirements, - the signature of the person in charge of the internal production cont rol system.

(4) The records must be kept for a minimum of five years and submitted to the notified product certification body involved in continuous surveillance. They must be submitted to DIBt and to the competent highest construction supervisory authority on request. (5) If the test results are unsatisfactory, the manufacturer must immediately take the measures necessary to eliminate the identified deficiency. Construction products which do not meet the requirements must be handled in such a manner that they cannot be mistaken for conforming products. Once the deficiency has been eliminated, the test in question must be immediately repeated, provided that this is technically feasible and also required to verify the elimination of the deficiency.


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2.3.3 External surveillance (1) The facilities and the internal factory production control system in all manufacturing plants must be reviewed by a notified product certification body on a regular basis, but at least twice a year. (2) An initial test must be carried out as part of the external monitoring. In this process, samples must be taken for sample checks, and the testing tools must be inspected. Both sampling and testing are incumbent on the external surveillance authority. (3) The results of the certification and of the external surveillance must be kept for a minimum of five years. They must be presented to DIBt and to the competent highest construction supervisory authority by the notified product certification body on request.

3 Regulations for planing and design of micropiles 3.1 Planning

Unless otherwise stated in the following text, the technical construction standards, in particular, DIN EN 1997-112, DIN EN 1997-1/NA13, DIN 105414, DIN 1054/A115 and DIN 1054/A216, apply. (2) In the case of dynamic actions according to DIN EN 1991-1-1, Section 2.2, in conjunction with DIN EN 1991-1-1/NA, it must be verified that the fatigue strengths of the load-bearing steel element or of the coupler splices and the anchorages are not exceeded. (3) The fatigue strengths must be taken from the relevant general construction supervisory authority approvals for reinforcing steel bar with thread ribs in accordance with Section 2.1.1.1 or for coupler connections and anchorages of reinforcing steel bar with thread ribs according to Table 1. (4) As the partial safety factor ƴM for the material resistance of the load-bearing steel element, ƴM = 1.15 must be used in the design situations BS-P, BS-T and BS-A.

3.2 Design 3.2.1 Tensile piles

For piles as described in Annexes 1 and 8, the steel load-carrying elements of which are not embedded in corrugated plastic sheathing injected with inner cement grout and which are intended for permanent installation (longer than 2 years), it must be verified that the tensile stresses or boundary stresses do not exceed the value of 230N/mm² in the case of unintended bending stresses in steel based on the design values of impacts in the design situation BS-P.

12 DIN EN 1997-1:2009-09 Eurocode 7: Geotechnical design - Part 1: General rules; German version EN 1997-1:2004 + AC:2009

13 DIN EN 1997-1/NA:2010-12 National Annex - Nationally determined parameters - Eurocode 7: Geotechnical design - Part 1: General rules

14 DIN 1054:2010-12 Subsoil - Verification of the safety of earthworks and foundations - Supplementary rules to DIN EN 1997-1

15 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

16 DIN 1054/A2:2015-11 Subsoil - Verification of the safety of earthworks and foundations - Supplementary rules to DIN EN 1997-1:2010; amendment 2


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3.2.2 Proof of the transfer length (force transmission length) in soil (1) It must be ensured that the force transmission length into the soil is greater than the required transfer length from the load-bearing steel element to the cement stone. (2) To verify the transfer length, the design value of the bond strength must be determined in accordance with DIN EN 1992-1-1, Section 8.4.2, in conjunction with DIN EN 1992-1-1/NA. In the case of multi-bar piles, the reduction factor for determining the values fbd is based on the largest bar within the load-carrying element. This applies similarly for the proof of anchorage through bonding.

3.2.3 Entire structure If required, the slip (see details in Annex 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.

3.3 Installation DIN EN 14199 in conjunction with DIN SPEC 18539 applies to the installation of the DYWIDAG GEWI piles (micropiles), unless otherwise stated in the text below.

3.3.1 Contractor (1) The DYWIDAG GEWI piles may only be produced in accordance with the general design-type approval covered by this notice under the responsible technical supervision of DYWIDAG-Systems International GmbH. (2) The DYWIDAG GEWI piles may also be installed by companies which can present a certificate issued by DYWIDAG-Systems International GmbH that they have been comprehensively trained in the installation of the DYWIDAG GEWI piles in accordance with the general design-type approval covered by this notice. The contractor must submit a declaration that the DYWIDAG GEWI piles produced comply with the provisions of this general construction supervisory authority approval.

3.3.2 Coupler splices (1) If couplers are required, then the general requirements as defined in Section 2.1.2.2 apply to the splice formation of the load-bearing steel element. (2) The distance between the joints in the longitudinal direction of a reinforcing steel bar with thread ribs must be ≥ 1m. The clear distance between the couplers in a multi-bar pile must be a minimum of 50mm. (3) For piles intended for permanent installation, the free bar ends as well as the internal thread of the coupler and nuts must be coated with an anti-corrosion compound (e.g. Denso-Jet, Petro-Plast, Nontribos) before joining them. (4) For load-carrying elements embedded in corrugated platic sheathing injected with inner cement grout (see Sections 2.1.4 and 2.1.5), the site of coupling must be protected with a corrosion-protection heat shrink sleeve (CPSM, see Section 2.1.6) in accordance with Annex 3, 4 or 5. The hollow space between the grout column and the splice must, as required by DIN 3067217, be completely filled 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.

3.3.3 Pile shaft For the production of the grout body of the DYWIDAG GEWI piles, cement grout is to be used.

17 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


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3.3.3.1 Cement grout (1) The basic materials for the cement grout are cements with particular properties in accordance with DIN 1164-1018 and cements in line with DIN EN 197-119, taking into consideration the present exposition classes as defined by DIN EN 206-120 in conjunction with DIN 1045-221 (Tables 1, F.3.1 and F.3.2), water as stipulated by DIN EN 100822 and, where required, additives in accordance with DIN EN 934-223 in conjunction with DIN EN 206-1/DIN 1045-2 or subject to a general construction supervisory authority approval, and natural aggregates for concrete in compliance with DIN EN 1262024, taking into account DIN EN 206-1/DIN 1045-2. (2) For the verification of the compressive strength of the grout body (cement grout), two series of 3 specimens per 7 manufacturing days on which piles are fabricated or per construction site are to be produced.

3.3.3.2 Post-grouting Post-grouting is to be performed by means of the GEWI post-grouting system optionally arranged during the installation of the load-bearing steel element. Piles subject to load may not be post-grouted.

3.3.3.3 Centering and covering of the load-bearing steel element (1) The load-bearing steel element must be centered within the borehole in such a manner that an adequate cement stone covering is provided at all sites, including over the couplers. For load-carrying elements in accordance with Annexes 1 and 8, which are not embedded in ribbed plastic sheathings injected with inner cement grout, the minimum dimensions of the covering pursuant to DIN SPEC 18539, A Annex C, apply. (2) Piles with corrugated plastic sheathing as shown in Annex 2 must have a cement stone covering of at least 10mm over the corrugated sheathing. (3) The cement stone covering must be secured by means of spring basket spacers (see Annexes 1, 2 and 10) or segment spacers, also in combination with the GEWI post-grouting system, solely by means of the casing (only in the case of non-cohesive soils; cf. DIN EN 1997-1 in conjunction with DIN EN 1997-1/NA and DIN 1054, Section 3.1) or in combination with the aforementioned spacers. The actions to be taken depend on the soil and the inclination of the piles (see also Table 2). Segment spacers may only be used for load-carrying elements as shown in Annex 2, which are embedded in corrugated plastic sheathing injected with inner cement grout.

18 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 Corrections to DIN 1164-10:2004-08 19 DIN EN 197-1:2004-08 Cement - Part 1: Composition, specifications and conformity criteria of common

cements; German version EN 197-1:2000 + A1:2004 DIN EN 197-1 Ber. 1:2004-11 Corrections to DIN EN 197-1:2004-08 DIN EN 197-1/A3:2007-09 Cement - Part 1: Composition, specifications and conformity criteria of common

cements; German version EN 197-1:2000/A3:2007 20 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 21 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

22 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

23 DIN EN 934-2:2009-09 Admixtures for concrete, mortar and grout - Part 2: Concrete admixtures - Definitions, requirements, conformity, marking and labelling; German version EN 934-2:2009

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


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(4) The distances between the spacers depend on the particular inclination and can be taken from Table 2 and Annexes 1, 2 and 8; the distances from the first spacer on the pile base are continuously indicated. For single-bar and multi-bar piles, the first spacer on the pile base must be arranged ≤ 1.50m from the earth-side end of the load-bearing steel element irrespective of the inclination. Table 2: Inclination of the piles and distance between the spacers

Spacer Steel load-

carrying element

Inclination of the piles

Distance between the spacers1 Remarks

Centering grout valve3

0° (vertical) -15° ≤ 3.0m Swivel valves by 120°

1Ø32mm dia.

1Ø40 mm dia. 16°-80° ≤ 2.0m

Valves on underside (control through

marking on the air-side end piece of the

load-carrying element)

Spring basket or segment spacer3

1Ø20 mm dia.

1Ø25 mm dia.

1Ø28 mm dia.

1Ø32mm dia.

1Ø40 mm dia.

1Ø50 mm dia.

0° (vertical) -15° ≤ 3.0m

Dimensions of the spacers, cf. Annexes

1 and 2

16°-45° ≤ 2.6 m

46°-80° ≤ 2.2 m

Spring basket spacer

Multi-bar piles in accordance with Section

2.1.2.3

see Annex 10 Dimensions of the

spacers, cf. Annex 10

1 a minimum of 3 spacers in each case

2 for unspliced load-carrying elements only 3 If the wall thickness of the starter pipe of the casing equals or exceeds the cement stone covering c, then spacers may be omitted in non-cohesive soils in accordance with DIN EN 1997-1 in conjunction with DIN EN 1997-1/NA and DIN 1054, Section 3.1.

3.3.4 Integration in the entire structure (1) In the area of the pile neck, the constructional measures as defined in Section 2.1.3 must be observed. (2) In the case of multi-bar piles, the bond lengths t1 and t2 in accordance with Annexes 8 and 9 must be observed. When arranging the pile shaft reinforcement (helix in accordance with Section 2.1.3.2 and Annexes 8 and 9) in the course of producing the piles on the construction site, its minimum bonding in the plane of the pile axis of 50mm into the rising structure must be ensured.

3.3.5 Declaration of conformity regarding the manufacture (1) The contractor must issue a declaration of conformity in accordance with Section 16a(5), Section 21(2) MBO25 that the DYWIDAG GEWI piles manufactured correspond to the provisions of this general design-type approval.

25 Musterbauordnung (MBO, German Model Building Code)

Version of November 2002, last amended by the resolution adopted by the conference of the ministers of construction of 05/13/2016


Z57630.18 1.34.14-18/18

(2) The declaration of conformity of the contractor must be prepared in accordance with DIN EN 14199, Section 10, supplemented by DIN SPEC 18539, Section 3.8. It must at least contain the following information: - notice number, - designation of the building project, - the date of installation, - contractor’s name and registered office, - confirmation that the installation is in compliance with the design documents, - documentation of the basic materials and delivery notes, - the nature of the controls or inspections, - the date of the control or inspection, - the results of the controls and inspections and, if applicable, a comparison with the

relevant requirements, - particularities, - Name, company and signature of the person in charge of the controls and inspections. (3) The declaration of conformity must be handed over to the client for incorporation into the construction file and presented to DIBt and to the competent highest construction supervisory authority on request.

Bettina Hemme Certified Section Head /Illegible signature/ /Stamp mark:/ /Bear emblem/ Deutsches Institut für Bautechnik 11

a or a

wi/BiRi

DYWIDAG GEWI Piles (Micropiles) with Load-Carrying

Elements made of Reinforcing Steel Bar with Thread Ribs

B500B,

Ø20mm, Ø25mm, Ø28mm, Ø32mm, Ø40mm and Ø50mm

Anchorage:

Dimensions

Dimensions (cf. Annexes 6/7)

(cf. Annexes 6/7)

and tightening torques in accordance with the related approval

- Additional reinforcement, dimensions of anchoring elements

related approval for reinforcing steel bars with thread ribs (B500B)

For post-grouting Arrangement of the GEWI post-grouting system

- Reinforcement for bond protection and, where required

B. Helix

with grout valves and grout tubes.

C. Reinforcement cage

Pile shaft:

A. Plastic corrugated sheathing

skin reinforcement in accordance with the

3. Anchorage with bond in accordance with the approval

1. End anchorage according to approval

2. Plate anchorage (see Annexes 3-5)

Distance between the couplers > 1.0m

Pile neck:

285

285

285

dxsBar Ø

Ø 40

Ø 50

Ø 32

63x3

40x3

48x3

min. D*L

100

100

110

*min. Ø must be increased by compression, dependent

Dimensions in mm

on the covering required in accordance with


tt

21 R

/B

l

0

Anchorage

Pile neck

Pile shaft

1.50 m

3.00 m

(pile vertical or at

2.60 m

(16° to 45°)

2.20 m

(46° to 80°)

Load-carrying steel element

Spacer

GEWI post-grouting system

Grout valve

Concrete strength

C20/25 or higher

- GEWI couple splice (cf. Annexes 3-5)

In the case of an installation duration of < 2 years

the pile neck reinforcement can be omitted.

Coupler

Pile neck

reinforcement

Grout tubes

Z-1.5-76 or Z-1.5-149 (see also Annexes 3-5)

for reinforcing steel bars with thread ribs (B500B)

285

Ø 2840x3

100

285

Ø 2532x2

80

285

Ø 2025x2

70

<

< <

<

(cf. Annexes 6/7)

dxs

D

L

an angle of up to 15°)

DIN SPEC 18539 A Annex C

Deutsches Institut für Bautechnik DIBt

General Construction Supervisory Authority Approval/

No. Z-32.1-2 from Februar 19, 2019

Z57630.18 1.34.14-18/18

AutoCAD SHX Text

GEWI-Pile %%C 20 - 50 mm

AutoCAD SHX Text

Annex 1

Ri

a

with grout valves and grout tubes

For post-grouting arrangement of the GEWI post-grouting system

Pile neck:

Pile shaft:

Plastic corrugated sheathing (dimensions cf. Annexes 6/7)

Anchorage

1R

t

0

l

3.00 m

(pile vertical or at an angle of up to 15°)

2.20 m

(46° to 80°)

2.60 m

(16° to 45°)

1.50 m

Pile shaft

Spacer

SATM-Corrosion protection heat shrink sleeve

Corrugated

Grout cap

Spacer a < 1 m

or spacer cord

with c = 0.5 m

Ventilation cap

C20/25

or higher

Concrete strength

Grout tubes

Grout valve

Coupler

- GEWI couple splice (cf. Annexes 3-5)

Distance between the couplers > 1.0m

- Additional reinforcement, dimensions of anchoring elements and

2. Plate anchorage (see Annexes 3-5)

Z-1.5-76 or Z-1.5-149 (see also Annexes 3-5)

1. End anchorage according to approval

skin reinforcement in accordance with the related approval

- Reinforcement for bond protection and, where required

tightening torques in accordance with the related approval

(vgl. A

nlagen 6/7)

Abm

essungen

Anchorage:

<

< <

<

*min. Ø must be increased by compression, dependent on

the covering required in accordance with

3. Anchorage with bond in accordance with the approval

for reinforcing steel bars with thread ribs (B500B)

for reinforcing steel bar with thread ribs (B500B)

(cf. Annexes 6/7)

GEWI post-grouting system

Load-carrying steel element

285

285

285

dxsBar Ø

Ø 40

Ø 50

Ø 32

63x3

40x3

48x3

min. D*L

100

100

110

Dimensions in mm


285

Ø 2840x3

100

285

Ø 2532x2

80

285

Ø 2025x2

70

dxs

D

L

DIN SPEC 18539 A Annex C



B500B,


GEWI Single-bar Pile with Plastic Corrugated Sheathing (DCP)




Z57630.18 1.34.14-18/18

sheathing

AutoCAD SHX Text

Annex 2

Coupler splice

Anchor nut

Anchor plate

Lock nut

End anchorage Plate anchorage

Anchor piece

Lock nut

GEWI Tension Pile with Anchorage and Coupler Splice

t

1R

/B

Pfa

hlh

als

t

l

2

1R

/B

.. T 2139

.. T 2040

.. T 2002

.. T 2040

.. T 2073 G

.. T 2163 G

GEWI TENSION PILE

a

Annex 11

Additional reinforcement

n

Ø

a

c

b

Ø32 Ø40 Ø50

40

20

190

8

3

45

25

230

3

10

285

25

45

10

5

- see approval Z-1.5-76 for Ø 20-32 mm

For additional reinforcement and anchorage length:

- see approval Z-1.5-149 for Ø 40 und 50 mm

All dimensions in mm

cc

cc

b

nxØ

Pile neck reinforcement: see Annexes 6/7

Pile neck reinforcement: see Annex 7

for plate anchorage

(for Ø 20 - 50 mm)(for Ø 32 - 50 mm)

Standard

corrosion protection

Double corrosion protection

Corrugated

Threaded coupler

Lock nut

Corrosion protection

.. T 2040

.. T 3003

heat shrink sleeve

Ü

Ü

Ü

<

Øa plastic corrugated

for unlocked

Load (N ) Slip

435

[N/mm²]

230

3

2

[mm]

tension splice

Ed

to coupler splices:

Z-1.5-76 for Ø 20-32 mm

Z-1.5-149 for Ø 40 und 50 mm



B500B,


The following applies




Z57630.18 1.34.14-18/18

sheathing

sheathing

AutoCAD SHX Text

Annex 3

GEWI Compression Pile with Anchorage

and Coupler Splice

.. T 2073 G

.. T 2040

Lock nut

Anchor piece

252520b

45c 4540

5

10

285

Ø50

190

Ø32

Ø

a

n

10

230

Ø40

8

3 3

Appendix 11

.. T 2040

.. T 2139

Lock nut

Anchor plate

.. T 2163 G

.. T 2002

Anchor nut

GEWI COMPRESSION PILE

Double



Standard

Coupler splice

a

Pile neck

2

l

t

1R

/B

t

1R

/B


cc

nxØ

cc

b






for plate anchorage


End anchorage

Plate anchorage

(for Ø 20 - 50 mm)

(for Ø 32 - 50 mm)

The following applies to coupler splices:

Z-1.5-76 for Ø 20-32 mm

Z-1.5-149 for Ø 40 und 50 mm

Anti-rotation device:

Coupler for

contact splice

a. Pins

b. heat shrink sleeve*

c. Gluing


.. T 3106 G

(.. T 3006)(.. T 3006)

.. T 3106 G

Ü

Ü

Ü

<

Øa plastic corrugated *Ü

<

Øa load-bearing steel element

heat shrink sleeve

Coupler for

contact splice



B500B,





Z57630.18 1.34.14-18/18

sheathing

AutoCAD SHX Text

Annex 4



B500B,


GEWI PILE FOR ALTERNATING LOAD

Coupler splice

b 20 25 25

45c 40 45

Ø40

230

10

Ø32

190

Ø

a

n

8

3

Ø50

285

10

53


Standard

a

Pile neck

t

1R

/B

l

2

t

1R

/B

Anchor piece

.. T 2073 G

Anchor nut

.. T 2002

.. T 2163 G

Anchor plate

.. T 2139

Anlage 11

Anchor nut

.. T 2002.. T 2163 G

.. T 2002

Anchor nut

.. T 2163 G


cc

cc

c

nxØ

cc

bc

b

nxØ






for plate anchorage


End anchorage

Plate anchorage

(for Ø 20 - 50 mm)

(for Ø 32 - 50 mm)

to coupler splices:

Z-1.5-76 for Ø 20-32 mm

Z-1.5-149 for Ø 40 und 50 mm

Lock nut, long

coupler


heat shrink sleeve

Doppelter

.. T 2003 G

.. T 3003

Ü

Ü

Ü

<

Øa plastic corrugated sheathing


Threaded

The following applies

GEWI Single-bar Pile for Alternating Load

Anchorage and Coupler Splice




Z57630.18 1.34.14-18/18

AutoCAD SHX Text

Annex 5

Reinforcement cage made

a

Bi

>45

4x Ø8 4x Ø8

>50

4x Ø8

>55

Helix Ø

w

a

wi

c

w

4

>45

75

a

Ri

>35

4

75

>50

4

75

>55

>39 >42 >39 >42

Anchorage *

End anchorage

Plate anchorage

for end anchorage B500B

Additional reinforcement *

Anchorage with bond

l = xl

o

11

lo

*

GEWI pile (DCP)

from N 94 welded steel mesh

Bar Ø

GEWI pile (SKS)

Anchorages - Additional Reinforcement

20 25 28 20 25 28

GEWI Single-bar Pile, B500B S Ø 20; 25; 28 mm

The related approvals for reinforcing steel bar

with thread ribs (B500B) and approval Z-1.5-76

Pile neck reinforcement**

Plastic corrugated sheathing >35



B500B,


for plate anchorage B500B

Bond length

1R

t 150 150150150 150 150

Length of reinforcement

2

t 600 600 600

600

Bond length


2

t 600600

n x ØLongitudinal bars

250t

1W

250250

250

600

Bond length


1B

2

t

t 250

600

250

600

reinforcement can be omitted.

(service life < 2 years), the pile neck

If the piles are installed only temporarily **

see approvals Z-1.5-76 and Z-1.5-149

see approval Z-1.5-76

(Ø 20-28 mm) must be observed.


no plate anchorage for piles Ø 20, 25 and 28 mm

no plate anchorage for piles Ø 20, 25 and 28 mm

according to DIN EN 1992-1-1

Pile Neck Reinforcement

GEWI Single-bar Pile (SKS) and GEWI Single-bar

Pile with Plastic Ribbed Pipe (DCP)

Ø20mm, Ø25mm, Ø28mm




Z57630.18 1.34.14-18/18

AutoCAD SHX Text

Annex 6

Reinforcement cage made from

a

Bi

>57

4x Ø8 4x Ø8

>65

4x Ø8

>75

Helix Ø

w

a

wi

c

w

4

>57

75

a

Ri

>46

4

75

>65

4

75

>75

>55 >66 >55 >66

Anchorage *

End anchorage

for end anchorage B500B

Additional reinforcement *

Anchorage with bond

l = xl

o

1

lo

N 94 welded steel mesh

Bar Ø


32 40 50 32 40 50

GEWI Single-bar Pile, B500B Ø 32; 40; 50 mm

Pile neck reinforcement**

Plastic corrugated sheathing >46

for plate anchorage B500B

20

3

8

190

40

b

c

a

Ø

n

230

45

25

10

285

25

45

3

10

230

20

40

190

5

8

3

2525

45 45

285

10

3

10

5

Bond length

1R

t 150 200200200 150 200


2

t 600 600 600

600

Bond length


2

t 600600

n x ØLongitudinal bars

250t

1W

300300

250

600

Bond length


1B

2

t

t 300

600

300

600

reinforcement can be omitted.

(service life < 2 years), the pile neck

If the piles are installed only temporarily **




1,0 0,820,92 0,92 0,821,0

according to DIN EN 1992-1-1

1

*The related approvals for reinforcing steel bar

with thread ribs (B500B), as well as approvals

Z-1.5-76 (Ø 32 mm) and Z-1.5-149 (Ø 40 und 50 mm)

must be observed.

GEWI pile (SKS)

GEWI pile (DCP)


GEWI Single-bar Pile (SKS) and GEWI Single-bar Pile with

Plastic Ribbed Pipe (DCP),

Ø32mm, Ø40mm and Ø50mm



B500B,





Z57630.18 1.34.14-18/18

AutoCAD SHX Text

Annex 7

GEWI Multi-bar Pile (SKS), for Ø32mm,

Ø40mm and Ø50mm only

n

x c

(not for contact splice)

Lock nut .. T 2040

Threaded coupler .. T 3003

(for tension and compression) or

or ... T 3006 (for compression only)

Contact coupler .. T 3106 G


1.5

0 m

1.2

0 m

b

is 3

.0

0 m

(cf. A

pp

en

dix 1

0)

a

a

Anchorage

The anchorage type is

always an end anchorage which,

in accordance with Annexes 3 to 5

(for single-bar pile),

is formed with the anchor piece

(.. T 2073 G) and lock nut

(.. T 2040) or anchor nut

(.. T 2163 G or .. T 2002).


The additional reinforcement of

the GEWI multi-bar pile in the

anchorage area depends on the

use of the pile as a tension pile or

as a pile with compression

or alternating load.

(see also Annex 9)

t

t

2

1

c

w

or segment spacer

1

.5

0

m

1

.2

0

m

b

is

3

.0

0

m

(

c

f. A

p

p

e

n

d

ix

1

0

)

3 x c

3 x c

a

w

c

n

x c

D

Z

5

0

Are

a B

>5

0 m

m

Top view

Ø 80 mm (GEWI Ø32)



A A

a (see Appendix 9)

w

Section A-A

Longitudinal bars

Drillhole

Helix (Øw)

If needed,

the GEWI post-grouting system

can be mounted.

or higher

C20/25

Concrete strength

Area A

t

1

50

t

2



B500B,





Z57630.18 1.34.14-18/18

AutoCAD SHX Text

Annex 8

3 x 32 3 x 40 3 x 50 2 x 40 2 x 50 1 x 40 2 x 40 1 x 40Bars

1 x 50 1 x 50 2 x 50

according approval Z-1.5-149

Locked

End Anchorage

n

3 x c

Ø

a

7

14

425

160

7

160 160

7

14

160

7

14

160

12

325

135

4

10

300

135

4

12

375

4

12

325 350 400

Pile neck reinforcement

- Total length

- Minimum bar bonding

t +50

980

400

1

1160

600

900

460

1100

660

1100

580

1160 1160

600600

Pile shaft reinforcement

- Length

- Helix

n x Ø

a

t

Ø

c

2

w

w

w

630

6

125

60

3 Ø 10

6 6 6 6 6 6

610

145

45

3 Ø 12

490

110

80

4 Ø 8

490

135

65

4 Ø 8

570

130

80

4 Ø 8

610

135

55

3 Ø 10

610

140

50

3 Ø 12

GEWI Multi-bar Pile B 500 B Ø 32; 40; 50 mm


7

135

6

10

275

900

350

600

110

80

4 Ø 8

Z-1.5-76

GEWI Multi-bar Pile (SKS)

(only for Ø 32, 40 und 50 mm)

Additional reinforcement made

from B 500 B

275a

3 x c 135

n

Ø

10

10

135

300

7

10

425325

135 160

10

12

10

14

325375

160 160

12

7 7

12

400350

160 160

10

14

10

14

- for tension pile only

- For pile with compression

or alternating load

t

- Length of reinforcement in

t

1

300 410350 550 610 530 550 550

- Length of pile shaft

t

2

600 490630 610 490 570 610 610

- Longitudinal bars

acc.

D, A

Z, A

Z, B

n 6 98 10 11 10 10 10

13n

Z

131715 1415 1717

D, B

n 6 98 10 11 10 10 10

D

n 16 1618 20 18 17 20 20

n x Ø


concrete

reinforcement



B500B,





Z57630.18 1.34.14-18/18

AutoCAD SHX Text

Annex 9

Spacer for GEWI Multi-bar Pile


Bar Ø 3 x 32

1 x 50

2 x 403 x 40 3 x 50 2 x 50 1 x 40

1 x 50 2 x 50

2 x 40 1 x 40

Parame-

BA BAC B C C

a £ 80°

a £ 60°

vertical

a £ 30°

2.00 m 1.30 m 1.50 m 2.00 m 1.20 m 1.50 m 1.90 m 1.70 m

1.70 m2.30 m 1.50 m 2.20 m1.40 m2.30 m 1.70 m 1.90 m

3.00 m

3.00 m

3.00 m

3.00 m

3.00 m

2.60 m

3.00 m

3.00 m

3.00 m

2.50 m

3.00 m

3.00 m

3.00 m

3.00 m

3.00 m

3.00 m

Distances of the spring basket spacers with a given inclination to the vertical

(see also Appendix 8)

LPara-

PVC-pipe

Dimensions in mm

A

C

B110 x 3,2

90 x 2,7

125 x 3,7

285

285

285

dxs

L

min. D*

190

150

175

D

d x s

*min. dia. must be increased by compression, dependent

on the covering required in accordance with


meter

DIN SPEC 18539 A Appendix C

ter



B500B,





Z57630.18 1.34.14-18/18

AutoCAD SHX Text

Annex 10

Plate for Plate Anchorage


t

a x a

d

Dimensions

Item No.

Material description

Weight

S235JR (St 37-2)

kg

3.14

d

t

30

37

6.56 11.82

45

40

58

45

40 T 2139

a

120

32 T 2139 50 T 2139

150190

a

a



B500B,





Z57630.18 1.34.14-18/18

AutoCAD SHX Text

Annex 11

Minimum Requirements for the Internal

Production Control System

Inspection

Inspection

FPCS

1. Incoming goods inspection

Reinforcing steel bar with

Delivery noteevery delivery

X

Mark of conformity acc. to the

Anchoring and connecting

Plastic corrugated sheathings, end caps (injection and ventilation caps)

Delivery note

method

1

IP/EM

2

1.1

1.2

1.3

1.4

1.5

every delivery

approval for reinforcing

steel bar with thread ribs

(B500B)

Mark of conformity acc.

to Z-1.5-76

means

X

X

Molding compound

DIN EN 10204

every delivery Inspection certificate "2.1”

Wall thickness of plastic

corrugated pipes (at the inner

and outer rib and on the flank)

Measurement 1 per 100 pcs.

X

*

2. Control during manufacture

2.1

2.2

2.3

Specimen and

measurement

visually

DIN EN 445

1 per 100 pcs.

every load-

carrying

DIN EN 446

X

*

X

X

≥ 1.5 mm

Work instructions

DIN EN 447

Heat shrink sleeves

Wall thickness at 3 sites in the

Totality of the factory-applied

Inner cement grout

shrunk condition

corrosion protection measures

element

* Inspection plan:

If each individual measured value equals or exceeds the minimum value stipulated, the batch must be accepted.

Otherwise, additional samples can be taken. The same measurements as those on the first sample must be

carried out on these additional samples. The measuring results must be merged with the previous

measurements. Themean value x and the standard deviation s must be derived from all values. If the test value

(numerical value) z = x- 1.64 s

derived therefrom equals or exceeds the minimum value required, the batch must be accepted,

otherwise rejected.

Factory Production Control System

Initial testing/external monitoring (twice a year)

1

2



B500B,


Heat shrink sleeves

1.6

X

Molding compoundDIN EN 10204

every deliveryInspection certificate "2.1”

Wall thickness (at 3 sites on the

basic material), application of

glue

Measurement 1 per 100 pcs. X

*Data sheet, shop drawings

Inner and outer diameter Measurement

1 per 100 pcs.X

*Shop drawings

Thickness/diameter of the

inner spacers

Measurement

every delivery X

* ≥ 5 mm

Plate for plate anchorage

- Material

- Dimensions

Delivery note

Measurement

every delivery

X

Inspection certificate "2.1”

Shop drawings

thread ribs

to Z-1.5-149

X

*

Shop drawings




Z57630.18 1.34.14-18/18

Value

AutoCAD SHX Text

Annex 12

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]

FRANCEDSI France 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]

www.dywidaggroup.com

ITALYDYWIDAG Systems S.r.l.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 ZaltbommelNetherlandsPhone +31-418-57 89 22Fax +31-418-51 30 12E-mail [email protected]

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 Road, Southam, WarwickshireCV47 0FG, Great BritainPhone +44-1926-81 39 80Fax +44-1926-81 38 17E-mail [email protected]

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Documents

GEOTECHNICAL SYSTEMS...pitting and pitting corrosion of the steel according to DIN 50929-33, Table 7, with W 0 < -8, can be expected unless the load-bearing steel element is protected