NATIONAL TECHNICAL APPROVAL ALFIX MODUL METRIC · the rosette by driving a permanently attached...

ALFIX MODUL METRIC

NATIONALTECHNICALAPPROVAL

Translation of the original German version not reviewed by Deutsches Institut für Bautechnik

National Technical Approval / General construction technique permit

Approval Body for Construction Products & Techniques

Structural Safety Control Authority

An institution under public law jointly funded by the German Federation and the federal states (Länder)

Member of EOTA (European Organisation for Technical Approvals), of

UEAtc (The European Union for Agrément) and of WFTAO (World

Federation of Technical Assessment Organisations)

Date: Reference number: 31 October 2018 | 37.1-1.8.22-33/16

Approval number: Period of validity

Z-8.22-932 from: 31 October 2018 to: 21 October 2021

Applicant:

Alfix GmbH Langhennersdorfer Strasse 15 09603 Grossschirma Germany

Subject of approval: Scaffolding components of the "ALFIX MODUL METRIC" modular scaffolding system

The above-mentioned subject is herewith granted national technical approval. This national technical approval comprises 26 pages as well as Annex A (pages 1 to 2), Annex B (pages 1 to 137), Annex C (pages 1 to 5), and Annex D (pages 1 to 8). This national technical approval / general construction permit replaces the national technical approval no. Z-8.22-932 dated 20 October 2011. On 20 October 2011 the above-mentioned subject was granted national technical approval for the first time.

[Seal Deutsches Institut für Bautechnik]

Translation of the original German version not reviewed by Deutsches Institut für Bautechnik (DIBt)

[Seal Deutsches Institut für Bautechnik]

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I GENERAL PROVISIONS

1 The general construction technique permit serves to demonstrate the usability of the subject matter of the approval (permit) under State Building Regulations.

2 This decision does not replace approvals, authorisations and certificates stipulated by law for the execution of building projects.

3 This decision is granted without prejudice to the rights of third parties, especially private property rights.

4 Copies of this decision must be made available to the user of the subject matter of the approval (permit) without prejudice to further regulations laid out under "Special provisions". Additionally, the user must be informed that this decision must be present at the place of use. Copies must also be provided to the authorities involved upon request.

5 This decision may only be reproduced in its entirety. Publication of the approval in excerpts requires the prior consent of the Deutsches Institut für Bautechnik (DIBt). Text and drawings of promotional material must be consistent with this decision. Translations must be marked with the following note: "Translation of the original German version not reviewed by Deutsches Institut für Bautechnik".

6 This decision is issued in a revocable manner. The provisions may be subsequently amended and modified, particularly if new technical knowledge requires this.

7 This decision relates to the information on the subject matter of the approval (permit) made available and the documents submitted by the applicant during the approval process. Any change made to these approval bases is not covered by this decision and must be disclosed to the Deutsches Institut für Bautechnik without delay.

8 The general construction technique permit included in this decision is also considered to be a national technical approval for the construction technique.

National Technical Approval/ General Construction Technique Permit No. Z-8.22-932 [Seal Deutsches Institut für Bautechnik]

Z67906.18 Translation of the original German version not reviewed by Deutsches Institut für Bautechnik (DIBt) 1.8.22-33/16

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II SPECIAL PROVISIONS

1 Subject matter of the approval and scope of application

Subject matter of the approval (permit) are prefabricated scaffolding components according to Table 1 as well as scaffolding components according to Table 2 for use in the "ALFIX MODUL METRIC" modular scaffolding system. The "ALFIX MODUL METRIC" modular scaffolding system can be used as working and protective scaffold according to the DIN EN 12811-1:2004-03 standard in conjunction with the "Application guideline for working scaffolds according to DIN EN 12811-1"1, as falsework in accordance with the DIN EN 12812:2008-12 standard in compliance with the "Application guideline for falsework in accordance with the DIN EN 12812 standard"2 and as any other temporary structure. The modular system is constructed using scaffolding components according to Tables 1 and 4, steel tubes and couplers in accordance with the DIN EN 12811-1:2004-03 standard, scaffold planks and boards in accordance with the DIN 4420-1:2004-03 standard, lightweight scaffold base jacks in accordance with the DIN 4425:2017-04 and base jacks in accordance with Annex B of the DIN EN 12811-1:2004-03 standard. Further scaffolding components, constructed in accordance with section 2.1.3 of this approval (permit) using components of Table 2 may be used additionally. Scaffolding components in accordance with Z-8.22-906 may also be used, in as far as they are manufactured, supervised and marked according to Z-8.22-906 using connecting plates or connecting heads for ledgers and their usability in the scaffolding system "ALFIX MODUL METRIC" is given.

Scaffold connectors, constructed using multiple components, connect ledgers, vertical and horizontal diagonal braces or other scaffolding components to standards. The scaffolding connectors consist of a rosette welded to a standard and of connecting heads welded to U-ledgers or tube ledgers or swivel mounted to vertical diagonal braces. The connecting heads surround the rosette and are wedged to the rosette by driving a permanently attached wedge into the rosette with a hammer in such a way that the connecting head is forced against the standard. The horizontal diagonal braces are connected by inserting a bolt into the hole of the rosette.

2 Provisions for the scaffolding components

2.1 Properties 2.1.1 General

The scaffolding components listed in Table 1 must meet the specifications of Annex B and must correspond to the documents filed with DIBt, as well as to the regulations in the following sections.

Table 1: Scaffolding components for use in the "ALFIX MODUL METRIC" modular scaffolding system

1 see DIBt notices, issue 2/2006, p. 61 et seq. 2 see DIBt notices, issue 6/2009, p. 227 et seq.

Designation Annex B, page Details / components

according to Annex B, page

Vertical diagonal braces 8 3, 6 Horizontal diagonal braces 9 7 Tube ledger 27 3, 4 Horizontal diagonal ledger 28 3, 4 Tube ledger, reinforced 29 3, 4



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Table 1: (continued)

Designation Annex B, page Details / components

according to Annex B, page Double tube ledger 1.57 m 30 3, 4 Double tube ledger 2.07 m 31 3, 4, 30 Double tube ledger 2.57 m 32 3, 4, 30 Double tube ledger 3.07 m 33 3, 4, 30 Deck bearer 0.41 m and 0.74 m 34 5 Deck bearer 1.10 m and 1.39 m, reinforced 35 5 2-deck bearer 1.50 m 36 5 2-deck bearer 2.00 m 37 5, 36 2-deck bearer 2.50 m 38 5, 36 2-deck bearer 3.00 m 39 5, 36 Heavy load deck bearer 40 5 Board bearer with tube fixture 45 3 Board bearer 46 3, 47 Lattice girder ledger 0.74 m; 1.10 m, V 47 --- Lattice girder ledger with tube fixture 0.74 m; 1.10 m V 48 29 MODUL lattice girder 1.50 m – 7.50 m 49 3, 4, 50 MODUL lattice girder 2.00 m – 8.00 m 50 3, 4, 49 MODUL lattice girder for decks 2.50 m, 3.00 m, 4.00 m, 4.50 m 51 3, 4, 5

MODUL lattice girder for decks 5.00 m, 6.00 m, 7.50 m 52 3, 4, 5, 51 MODUL lattice girder with tube fixture 53 3, 4, 49, 50 Lift-off preventer 54 3 Aluminium frame platform with tube fixture 1.50 m, 2.00 m 55 57 Aluminium frame platform with tube fixture 2.50 m, 3.00 m 56 57 Aluminium access deck with tube fixture 2.50 m 58 57, 60, 64 Aluminium access deck with tube fixture 3.00 m 59 57, 60, 64 Aluminium access deck with tube fixture 1.50 m; 2.00 m, without ladder 61 57, 60

Aluminium access deck with tube fixture 2.50 m; 3.00 m, aluminium treadplate decking 62 63, 64

Steel deck with tube fixture 0.32 m 65 --- Steel deck with tube fixture 0.30 m, 0.34 m 66 --- Intermediate deck with tube fixture 0.16 m; 0.19 m 67 --- Intermediate deck with tube fixture 68 --- Gap cover 86 --- Stair guardrail 2.50 m, 3.00 m 90 3 MODUL swing gate 94 3, 130 Bracket with tube fixture 0.74 m 95 3, 4 Bracket 0.74 m 96 5



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Designation Annex B, page

Details / components according to Annex B,

page Bracket with tube fixture 0.41 m 97 3, 4 Bracket 0.41 m 98 5 MODUL toeboard 100 --- MODUL toeboard 4.00 m 101 --- MODUL toeboard, aluminium 102 --- Transverse toeboard 103 --- MODUL protective net 109 3, 4, 27 Double end guardrail 110 3, 4 Tube ledger 1.10 m, 1.25 m, 1.39 m, reinforced 133 3, 4 Tube ledger 1.50 m, 2.00 m, reinforced 134 3, 4, 133 Tube ledger 2.50 m, 3.00 m, reinforced 135 3, 4, 133 Lattice girder ledger with tube fixture 0.74 m; 1.10 m, reinforced 136 133

2.1.2 Components of the scaffolding connector

Components of the scaffolding connector used in connection with some scaffolding components as listed in Table 2 must meet the specifications of Annex B and must correspond to the documents filed with DIBt, as well as to the regulations in the following sections.

Table 2: Components of the scaffolding connector Designation Annex B, page Deck ledger connection 5

2.1.3 Further scaffolding components manufactured with compontents according to Table 2

Further scaffolding components that are manufactured with components according to Table 2, section 2.2.1.2 covered by this approval must comply with the following sections of this approval. Except for the connections between the single components, these components must be fully verifiable with the Technical Building Rules and must meet all other performance requirements in accordance with the "Approval principles for working and protective scaffolds, requirements, calculation assumptions, tests, proof of conformity"3.

2.1.4 Materials

Metals must comply with the technical specifications according to Table 3, and their properties shall be confirmed by material test certificates in accordance with the specifications given in Table 3.

Table 3: Technical specifications and material test certificates for metal materials used for single and scaffolding components

Material Material Number / Numerical

Designation Short Name Technical Specification

Test certificate acc. to DIN EN 10204:2005-01

Scaffolding connector filed with DIBt 3.1

Structural steel 1.0039 S235JRH *)

DIN EN 10219-1: 2006-07

2.2 *) 1.0576 S355J2H

3.1 1.8849 S460MH

3 obtainable from DIBt



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Material Material Number / Numerical

Designation Short Name Technical Specification

Test certificate acc. to DIN EN 10204:2005-01

Structural steel 1.0038 S235JR DIN EN 10025-2:

2005-04 2.2

1.0577 S355J2 3.1

Precision steel tube 1.0308 E235+C DIN EN 10305-3: 2016-08

3.1

Rolled steel plate and steel sheet

1.0332 DD11 **) DIN EN 10111: 2008-06 1.0398 DD12 **)

1.0917 DX51D DIN EN 10346: 2015-10 1.0918 DX52D

Flat product 1.0976 S355MC DIN EN 10149-2:

2019-12 1.0982 S460MC

Aluminium alloy

EN AW-5083 H114 / H224

EN AW-Al Mg4.5Mn0.7 DIN EN 1386:

2008-05 EN AW-5754 H 111 / H114

EN AW- AlMg3

EN AW-6060 T66

EN AW- AlMgSi DIN EN 755-2:

2016-10 EN AW-6063 T66

EN AW- AlMg0.7Si

*) For some scaffolding components, an increased yield strength ReH ≥ 280 N/mm2 or ReH ≥ 320 N/mm2 is specified– these components are designated accordingly in Annex A. The proportional elongation at break A must not be lower than 15%. The elongation at break A80mm must be defined for wall thicknesses < 3 mm. The conversion of A80mm to A must be calculated in accordance with DIN EN ISO 2566-1. Additionally, the tensile strength/yield point ratio in relation to the specified values must not fall below Rm / ReH ≥ 1.1. The values of the yield point, the elongation at break and the tensile strength must be certified by material test certificate 3.1 in accordance with DIN EN 10204:2005-01. The order requirement of a higher yield point must be included in the inspection certificate 3.1 as a set value.

**) ReH and Rm in accordance with Annex B

2.1.5 Corrosion protection The Technical Building Rules [Technische Baubestimmungen] shall apply.

2.1.6 Solid wood In accordance with Annex B, solid wood for toeboards must meet at least grading category S 10 or S 13 according to DIN 4074-1:2012-06 or must have a minimum strength of class C24 or C30 according to DIN EN 338:2016-07.

2.1.7 Structural plywood decks Structural plywood decks must comply with the specifications in Annex B and the requirements of the "Approval principles for the use of plywood as construction material in scaffolding"4.

4 cf. "Notices, Deutsches Institut für Bautechnik", issue 3, 1999, pp. 122 et seq.



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2.2 Manufacture and marking

2.2.1 Manufacture

2.2.1.1 Manufacturer qualification Companies manufacturing welded scaffolding components in accordance with this national technical approval must have demonstrated that they are qualified for this task. For steel components, this proof shall be considered to have been furnished if:

o welding procedures and welding personnel are qualified in accordance withDIN EN 1090-2:2011-10 and the company holds a welding certificate of at least executionclass 2 (EXC 2) in accordance with DIN EN 1090-1:2012-02; or

o the company holds at least a class C manufacturer’s qualification (small proof ofsuitability with supplement) according to DIN 18800-7:2008-11, and the capability formanufacturing the designated welded joints has been verified through a welding procedurequalification test.

For aluminium components, this proof shall be considered to have been furnished if: o welding procedures and welding personnel are qualified in accordance with

DIN EN 1090-3:2008-09 and the company holds a welding certificate of at leastexecution class 2 (EXC 2) in accordance with DIN EN 1090-1:2012-02; or

o the welding company holds at least a class B manufacturer’s qualification according toDIN V 4113:2003-11, and the capability for manufacturing the designated welded jointshas been verified through a welding procedure qualification test.

2.2.1.2 Manufacturing of further scaffolding components using components according to Table 2

Any other scaffold components/units manufactured using components according to Table 2 shall be manufactured as follows:

- Connecting heads for tube ledgers in accordance with Annex B, page 5 shall be welded tocircular hollow section tubes 50 x 30 x 3 of steel grade S235JRH according to DIN EN 10219-1:2006-07 with a welding seam in accordance with the specifications as documented at DIBt.

2.2.2 Marking The delivery notes for scaffolding components according to Section 2.1 shall be marked in accordance with regulations for the mark of conformity of the federal states (Länder). In addition, scaffolding components shall be permanently and easily recognisably marked with

- the uppercase letter "Ü";- at least the abbreviated approval number "932";- the identifying mark of the manufacturer concerned; and- the last two numbers of the year of manufacture.

Alternatively, a coded identifying mark in accordance with Annex B, p. 137, may be used. These identifying marks may only be applied if the requirements under Section 2.3 are fulfilled.



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2.3 Certificate of conformity 2.3.1 General

Confirmation of conformity of the scaffolding components according to Section 2.1 with the specifications of the national technical approval covered by this decision must be provided for each production site by a declaration of conformity on the basis of factory production controls and a certificate of conformity issued by a recognised certification body as well as regular external supervision, including a product test of scaffolding components and their components in accordance with the following provisions. The manufacturer of the scaffolding components must involve a certification body recognised for this purpose as well as a supervisory body recognised for this purpose to obtain a certificate of conformity and to carry out the external supervision, including the product tests. The declaration that a certificate of conformity has been issued must be indicated by the manufacturer by marking the scaffolding components with the mark of conformity (Ü mark) with reference to the intended use. The certifying body shall provide Deutsches Institut für Bautechnik (DIBt) with a copy of the certificate of conformity issued by the latter, and the supervisory body shall provide it with a copy of the supervision report. DIBt shall be provided with a copy of the initial test report upon request of the same.

2.3.2 Factory production control A factory production control system must be set up and operated at each production site. Factory production control is to be understood as a continuous monitoring of production to be carried out by the manufacturer, by means of which the manufacturer ensures that the components and scaffolding components manufactured are in compliance with the provisions of this national technical approval.

The factory production control must include at least the following measures: Components according to Table 2: - Component checks and inspections:

- It shall be checked whether inspection certificates as per Section 2.1.2 are available for thematerials and that the inspection results certified meet the requirements.

- By examining at least 10 individual parts per production batch, comprising at least 1individual part from every 10,000 parts manufactured, conformity of the basic dimensionsand angles with the documentation available at DIBt must be checked. The actualdimensions shall be documented.

- Connecting heads shall be checked for cracks.

- Checks to be conducted on the scaffolding connector:

- Scaffolding connectors shall be checked according to the inspection plan filed at DIBt.



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Scaffolding components according to Table 1 and scaffolding components according to Section 2.1.3: - Checks and inspections on the starting material:

- It must be checked whether inspection certificates as per Section 2.1.4 are available for thematerials listed in Table 2 and that the inspection results certified meet the requirements.

- At least 1‰ of the components shall be checked for conformity with dimensions andtolerances as specified in the design drawings.

- Checks and inspections on scaffolding components:

- At least 1‰ of the scaffolding components shall be checked for conformity withdimensions and tolerances as specified in the design drawings and, if necessary, weldingseams and corrosion protection, as specified in the design drawings.

- In case manufacturers of scaffolding components use templates or automated fabrication,the corresponding templates and machine settings must be checked and documented priorto commissioning.

The results of the factory production control shall be recorded and evaluated. The records must contain at least the following information:

- Designation/identification of the scaffolding components

- Type of check

- Date of manufacture and inspection of the scaffolding components

- Result of the production controls and inspections and comparison with requirements

- Signature of the person responsible for the factory production controls.

The records shall be kept for at least five years and shall be made available to the external supervisory body in charge of the external supervision. Upon request, they must be presented to DIBt and to the competent superior building inspection authority.

If inspection results are unsatisfactory, the manufacturer must immediately take the measures required to remedy the defect. Scaffolding components or components that do not meet the requirements must be handled in such a way that they cannot become confused with conforming parts. After remedying the defect, the inspection/test concerned must be repeated immediately, provided this is technically possible and necessary to prove that the defect has been rectified.

2.3.3 External supervision

At each manufacturing site, the factory production control shall be inspected by an external supervisory body on a regular basis: at least twice a year for the components in accordance with Table 2 and once every five years for the scaffolding components in accordance with Table 1. External supervision includes an inspection of the factory and the factory production control system, including a product inspection. Sampling and inspections/tests shall be the responsibility of the recognised body.

The initial inspection of scaffolding components according to section 2.1.3 may be carried out by the manufacturer, when the scaffold component units belong to a product group, for which the initial inspection was carried out by a recognized body.



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At least the following inspections/tests must be carried out: - Inspection of the requirements in terms of personnel and equipment for proper manufacturing

of the scaffolding components and components;- Inspection of the factory production control system;- Checks on random samples for conformity of components and scaffolding components with the

provisions of the approval in terms of:

- construction type, shape, dimensions

- corrosion protection

- marking

- Inspection of the required welding suitability certificate.

- Conformity with the dimensions and angles of at least five individual parts each of thescaffolding connector filed with DIBt must be checked and compared with the allowedtolerances.

- The scaffolding connectors shall be inspected in accordance with the inspection plan filed atDIBt.

The scaffolding components and components shall be drawn from current production. The results of the certification and external supervision shall be kept for at least five years. Upon request, they must be presented to DIBt and to the competent superior building inspection authority by the certification body and supervisory body.

3 Provisions for planning, dimensioning and execution

3.1 Planning

3.1.1 General considerations

The ALFIX MODUL METRIC modular scaffolding system consists of scaffold component units in accordance with section 1. Scaffold component units in accordance with Table 4, which refer to provisions set out in this decision, are no longer manufactured and are therefore only approved for continued use.

Table 4: Further scaffold component units for the "ALFIX MODUL METRIC" modular scaffolding system


Details / components according to

Annex B, page

Regulations for manufacturing,

marking and verification of

compliance

Base collar 10 2

regulated in Z-8.22-906

Standard with tube connector 200 11 2 Standard with screwed-in tube connector 520 12 2 Standard 0.50 m with screwed-in tube connector 500 13 2

Standard with screwed-in tube connector 520, thickness = 4.05 mm 14 2, 12

Vertical starter standard 15 2 Top standard 16 2 Base jack UNI 17 -- regulated in Z-8.1-847



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Annex B, page


marking and verification of

compliance Base jack 18 ---

regulated in Z-8.1-862 Base jack AB 19 --- Base jack UNI, swivelling 20 --- regulated in Z-8.1-847 Base jack AF, swivelling 21 --- regulated in Z-8.1-862 Base jack, swivelling 22 ---

regulated in Z-8.1-906 Head jack "U" 23 --- Base jack coupler 24 --- Suspended scaffolding connector 25 3, 4 Locking device for base jack 26 3, 4 Internal ladder 64 --- regulated in Z-8.1-862 Aluminium frame platform 0.64 m with plywood UNI 1.50 m; 2.00 m 69 71

regulated in Z-8.1-847 Aluminium frame platform 0.64 m with plywood UNI 2.50 m; 3.00 m 70 71

Aluminium-plywood deck 72 --- Aluminium frame platform 0.64 m with access hatch UNI 2.50 m 73 64, 71, 75

regulated in Z-8.1-847 Aluminium frame platform 0.64 m with access hatch UNI 3.00 m 74 64, 71, 75

Aluminium-plywood access deck with ladder 76 64 Steel deck UNI 0.32 m 77 ---

regulated in Z-8.1-847 Steel deck 0.32 m 78 --- Steel deck UNI 0.30 m, 0.34 m 79 --- Steel plank 0.30 m 80 --- regulated in Z-8.1-862 Intermediate deck UNI 0.14 m 81 ---

regulated in Z-8.1-847 Aluminium deck UNI 0.64 m, lightweight 82 --- Solid wooden deck UNI (48) 0.32 m 83 --- Solid wooden deck (old version) 84 ---

regulated in Z-8.1-847 Solid wooden deck UNI (45) 0.32 m 85 --- Gap cover UNI 87 --- Gap cover, wood 88 --- Aluminium stairway UNI–0.64 m, 2.50 m, 3.00 m 89 --- Inner guardrail for aluminium stairway 91 ---

regulated in Z-8.1-862 Stair stringer fall protection 92 --- MODUL guardrail fixing device 93 3, 4

regulated in Z-8.22-906 Bracket with tube fixture 0.50 m 99 3, 4 Toeboard UNI, end toeboard UNI 104 ---

regulated in Z-8.1-847 Toeboard UNI 4.00 m 105 ---



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Annex B, page


marking and certificate of conformity

Toeboard, end toeboard 106 --- regulated in Z-8.1-847 Toeboard UNI, aluminium; end toeboard UNI, aluminium 107 ---

regulated in Z-8.1-847 Toeboard, end toeboard, steel 108 ---

Storey ladder 2.00 x 0.40 m, steel 111 ---

Storey ladder 2.00 x 0.40 m, aluminium 112 ---

Anchor / wall tie 113 --- regulated in Z-8.1-862 Quick-release anchor / wall tie UNI 114 --- regulated in Z-8.1-847 Wedge-head coupler, rotatable 115 3, 130

regulated in Z-8.22-906 MODUL tube connector U 116 ---

MODUL tube connector 117 3

Wedge-head coupler, fixed 118 3, 4

Support ledger 119 3, 4

Halfcoupler with toeboard bolt, halfcoupler with hook 120 ---

regulated in Z-8.1-862

Squared timber coupler 121 ---

Toeboard support 122 3

Locking pin 123 ---

Putlog coupler 124 ---

Diagonal cross brace 125 ---

Advanced guardrail post 2.00 m 126 ---

Telescopic guardrail 2.00 - 3.07 m 127 ---

MODUL advanced guardrail post 128 --- regulated in Z-8.22-906 Advanced end guardrail / aluminium telescopic guardrail 129

--- regulated in Z-8.1-862

AB Head jack "U" 131 --- regulated in Z-8.22-906

Claw coupler 132 ---

3.1.2 Standard assembly configuration The use of the scaffolding components in façade scaffolds is set out in a standard assembly configuration, for which proof of structural stability for the fully erected scaffold configuration has been furnished. Façade scaffold designs are considered to be standard assembly configurations if they comply with the provisions of Annexes C and D. Deviating configurations require individual proof. The standard assembly configuration applies to façade scaffolds with structural heights that do not exceed 24 m plus spindle extension length above the ground. In its standard assembly configuration, the scaffolding system may be used with system width b = 0.739 m, with bay widths ℓ = ≤ 3.00 m and load class ≤ 3 for working scaffolds in accordance with DIN EN 12811-1:2004-03, as roof fall arrest and brick guard scaffold with a class FL1 fall arrest level and as a roof fall arrest and brick guard scaffold with protective walls of class SWD 1 in accordance with DIN 4420-1:2004-03.



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3.1.3 Deviations from the standard assembly configurations If assembly configurations deviate from the standard assembly configurations in accordance with Annex C and D, verification of structural stability of the scaffold shall be provided for each individual configuration or by means of a structural design calculation in accordance with the Technical Building Rules [Technische Baubestimmungen] and the provisions of this national technical approval. Other anchoring configurations and nettings may also be used as scaffold coverings. Any increased stresses/loads (e.g. from higher dead weights and wind loads or from increased live loads) must be tracked in a scaffold up to the anchors and to the erection level. The influence of building hoists or other lifting equipment must also be taken into account if they are not operated independently of the scaffold.

3.2 Dimensioning 3.2.1 General provisions and system assumptions

For the design and calculation of scaffolds erected using the modular scaffold system, unless otherwise specified in this approval, particular attention shall be paid to the Technical Building Rules [Technische Baubestimmungen], especially those for working and safety scaffolds according to DIN EN 12811-1:2004-03 in conjunction with the "Application Guideline for Working Scaffolds according to DIN EN12811-1"1, DIN 4420-1:2004-03, the "Approval Principles for the Dimensioning of Aluminium Components in Scaffolding"5 or DIN EN 1999-1-1:2014-03, as well as the "Approval Principles for Working and Safety Scaffolds - Requirements, Calculation Assumptions, Tests, Certificate of Conformity"6, and for falsework DIN EN 12812:2008-12 in consideration of the "Application Guideline for Falsework Scaffolding in accordance with DIN EN 12812".2 The rules of the following sections apply to the node connection and the connection of the connecting heads and the members (ledgers and diagonal braces) listed in the Annexes. The structural systems for the calculation are to be modelled in accordance with Annex A, page 2. The short members specified there from the standard tube axis to the connectors maybe assumed to be rigid. The indices specified in the following sections refer to a local coordinate system, in which the x-axis represents the ledger axis, and the z-axis the axis of the standards (cf. Annex A, page 2). In the connection of a ledger, transmission of axial forces as well as bending moments and shear forces in the plane between the standard and the ledger and in the plane at a right angle thereto – for which load-bearing capacities are specified in Table 5 – is permissible. When using shortledgers with L < 0.60 m, connections shall be assumed as articulated; the only allowabletransmission is that of axial forces and shear forces.When verifying the scaffolding system, it is to be borne in mind that the bending moment at the joint between the ledger and the standard is taken with reference to the outer edge of the standard, and that the vertical components of the vertical diagonal connection must take into account an eccentricity in the connection corresponding to the data given in Annex A, page 2. The torsional moment resulting from the horizontal component at the vertical diagonal connection around the axis of the standard is transmitted by the connector and must be verified in the ledgers. Only the transmission of axial forces at the connections of the diagonals is permissible. The data for the stiffness and load bearing capacity of the connections applies to connections made in the "small" and the "large" hole in the rosette. In all equations in the following sections, the cutting forces N and V must be given in [kN], while bending moments M must be quoted in [kNcm].





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3.2.2 Ledger connection

3.2.2.1 Load-deformation behaviour

3.2.2.1.1 Bending in the standard/ledger plane (vertical plane)

For the verification of a scaffold, ledger connections in the plane formed by the standard and the ledger (vertical plane) with torsion spring fixation according to the moment/rotation angle relationship MZ/φ

• for tube ledgers in accordance with the values specified in Annex A, Figure 1 and

• for deck bearers in accordance with the values specified in Annex A, Figure 2

shall be taken into account, when an articulated connection is not assumed.

3.2.2.1.2 Bending in a plane at a right angle to the plane of the standard/ledger (horizontal plane)

For the verification of a scaffold, ledger connections under bending stresses in the plane at a right angle to the plane of the standard/ledger (horizontal plane) with a torsion spring fixation that corresponds to Annex A, Figure 3 must be assumed (moment/rotation angle relationship MZ/φ).

3.2.2.1.3 Vertical load at right angles to the axis of the ledger

For ledger lengths L > 0.7 m in conjunction with vertical shear forces Vd ≤ 10 kN, additional floating bearing forces applied in the direction of the shearing load may be disregarded. Otherwise, an additional floating bearing force in the direction of the shear force of f0 = 0.175 cm must be applied.

3.2.2.2 Verification of load-bearing capacity

3.2.2.2.1 General verifications

In the connection of a ledger, proof has to be furnished that the applied loads do not exceed the load-bearing capacities specified in Table 5.

Table 5: Load-bearing capacities of a ledger connection

Connection parameter Load-bearing capacity

Deck bearer Tube ledger

Positive bending moment M(+)γ,Rd [kNcm] + 69.2 + 104.0

Negative bending moment M(-)γ,Rd [kNcm] - 104.00 - 104.00

Vertical shear force VZ,Rd [kN] ± 30.0 ± 35.0

Bending moment Mz,Rd [kNcm] ± 35.6 ± 50.0

Horizontal shear force Vγ Rd [kN] ± 9.0 ± 16.0

Axial force NRd [kN] ± 25.6 ± 36.0

3.2.2.2.2 Interaction standard/ledger connection

For connecting discs on which stresses act, the interaction relationship in accordance with Table 6 has to be fulfilled depending on the assembly of the ledger and the acting stress.



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Table 6: Interaction relationship

Ledger type Acting stress Interaction relationship

Deck bearer Positive bending moment My(+) IS + 0.437 ∙ IA ≤ 1.0

Negative bending moment My(-) IS + 0.326 ∙ IA ≤ 1.0

Tube ledger Bending moment My(±)

Where:

IA Coefficient of utilization in ledger connection

(equation 1)

with: My,Ed bending moment in ledger connection My,Rd bending moment load in ledger connection as per Table 5

IS Vectorial coefficient of utilization in standard at loaded rosettes (connecting discs) - For vact ≤ 1/3 it holds:

(equation 2) where: a, b see Fig. 1, where b must be calculated from the interaction relationship

according to Fig. 1 - For 1/3 < Vact ≤ 0.9 the vectorial coefficient of utilization must be determined

under consideration of the interaction relationship as shown in the left side ofthe equation, column 4 of Table 7, DIN 4420-1:1990–12,

where: vact is coefficient of utilization with respect to the shear force in the standard

(equation 3)

VSt,Ed shear force in standard VSt,Rd load-bearing capacity with resp. to shear force in standard VSt,Rd = Vpl,d = 48.5 kN



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where: mact Coefficient of utilization to bending moments in the standard

MSt,Ed bending moment in the standard MSt,Rd load-bearing capacity with respect to the bending moments in the

standard MSt,Rd = Mpl,d = fy,d · αpl · Wel = 175 kNcm

nact Coefficient of utilization with respect to axial force in the standard NSt,Ed axial force in the standard NSt,Rd load-bearing capacity with resp. to the axial force in the standard

NSt,Rd = Npl,d = fy,d · A = 132 kN

Figure 1: Vectorial coefficient of utilization in standard

3.2.2.2.3 Combinations of internal forces and moments

For combined internal forces and moments in a ledger connection the following conditions have to be fulfilled:

(equation 4)

(equation 5)



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where: is the tensile axial force load in the ledger connection are the load-bearing capacities in the ledger connection is the load-bearing capacity with resp. to the normal tensile force according to Table 5

are load-bearing capacities according to Table 5

3.2.3 Connection of diagonal braces

3.2.3.1 Connection of vertical diagonal braces

3.2.3.1.1 Load deformation behaviour

In the entire system vertical diagonal braces according to Annex B, page 8 including their connections must be taken into account subject to the load direction (compressive or tensile force) and the diagonal brace length with the equivalent stiffness ( effd AE ⋅ ) according to Table 7 as well as floating bearing force in diagonal direction of f0 = 0.25 cm (cf. Annex A, p. 2).

3.2.3.1.2 Verification of load-bearing capacity

For the vertical diagonal braces the following verification is required depending on the load direction:

(equation 6)

Where: is the tensile or compressive force in the vertical diagonal braces is the load-bearing capacity of the vertical diagonal braces relative to the tensile or compressive force according to Table 7

Table 7: Properties of vertical diagonal braces according to Annex B, page 8

Bay length L [m]

Bay height H [m]

Compressive force load Tensile force load

effd AE ⋅ [kN] [kN] effd AE ⋅ [kN] [kN] 3.00

2.0

1980 10.4 4630

22.8

2.50 1910 12.8 3600 2.00 1870 15.5 2930 1.50 1910 18.5 2300 1.39 1950 19.6 2170 1.07 2110 21.4 1850 1.00 2080 21.4 1810 22.5 0.74 1990 21.5 1670 21.5



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Bay length L [m]

Bay height H [m]

Compressive force load Tensile force load

effd AE ⋅ [kN] [kN] effd AE ⋅ [kN] [kN] 3.00

1.5

1690 11.9 4100 21.1 2.50 1720 14.9 3700 22.1 2.00 1600 18.7 3020

22.8 1.50 1510 22.8 2210

1.39 1560 2000 1.07 1630 1640 1.00 1650 22.6 1540 22.6 0.74 1710 22.1 1250 22.1 3.00

1.0

1680 13.1 3590 19.9 2.50 1500 16.8 3160 20.3 2.00 1360 21.2 2730 21.2 1.50 1220

22.8

2370

22.8 1.39 1160 2000 1.07 1090 1490 1.00 1110 1380 0.74 1170 1040 3.00

0.5

1520 14.0 3300 19.1 2.50 1350 18.4 2790 19.2 2.00 1200 19.4 2320 19.4 1.50 960 19.9 1820 19.9 1.39 860 20.3 1660 20.3 1.07 730 21.3 1380 21.3 1.00 700 21.7 1270 21.7 0.74 590 22.8 930 22.8

3.2.3.2 Connection of horizontal diagonal braces

3.2.3.2.1 Load deformation behaviour

In the entire system horizontal diagonal braces according to Annex B, page 9 including their connections must be taken into account subject to the length of the diagonal braces and regardless of the load direction (compressive or tensile force) with the equivalent stiffness ( effd AE ⋅ ) according to Table 8 as well as the floating bearing force in diagonal direction of f0 = 0.12 cm.

3.2.3.2.2 Verification of load-bearing capacity

For the horizontal diagonal braces the following verification is required:

(equation 7)

Where: is the tensile or compressive force in the horizontal diagonal braces is the load-bearing capacity of the horizontal diagonal braces according to Table 8



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Table 8: Properties of horizontal diagonal braces according to Annex B, page 9

Bay length L [m] Bay width W [m] NH, Rd [kN]

effd AE ⋅ [kN]

0.74

0.74

3.10 2760 1.00 3.08 3060 1.07 3.08 3160 1.50 3.06 3200 2.00 3.03 3070 2.50 3.00 2850 3.00 2.96 2530 1.00

1.00

3.08 2920 1.07 3.07 3020 1.50 3.05 3190 2.00 3.03 3050 2.50 2.99 2800 3.00 2.95 2480 1.07

1.07

3.07 2970 1.50 3.05 3190 2.00 3.03 3040 2.50 2.99 2790 3.00 2.95 2460 1.50

1.50

3.03 2780 2.00 3.01 2910 2.50 2.98 2650 3.00 2.93 2330

2.00 2.00

2.98 2240 2.50 2.95 2450 3.00 2.90 2130 2.50

2.50 2.91 1530

3.00 2.86 1880

3.00 3.00 2.81 830

3.2.4 Rosette (connecting disc)

3.2.4.1 Connection in adjacent holes of the rosette (connecting disc)

When two ledgers or one ledger and one vertical diagonal brace or one ledger and a horizontal diagonal brace are connected in adjacent holes, the following has to be proved:

(equation 8)

where: n, v interaction ratio as per Table 9 A ledger A a ledger a or vertical or horizontal diagonal brace



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When 3 ledgers or vertical diagonal braces are connected in adjacent holes or two ledgers are connected at an angle of 90°, the proof below must additionally be furnished, if

VA > 0.814 or

VB > 0.814

(equation 9)

where: v interaction portions as per Table 9 A ledger A B ledger B at an angle of 90° in relation to A a ledger or vertical diagonal brace between A and B according to Figure 2

Figure 2: Connecting disc (rosette) connections

Table 9: Interaction ratios

Interaction ratio

Connection: ledger A / ledger a

Connection: ledger A / ledger B / vertical diagonal brace a

Connection: ledger A / horizontal

diagonal brace a

nA

na

vA

vB

va ---



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where:

Axial force (tensile forces to be taken into account only) in ledger connection (ledger A and ledger a respectively)

Bending in ledger connection (ledger A and ledger a respectively)

Vertical shear force in ledger connection (ledger A, ledger B, vertical diagonal brace a)

Axial force in vertical diagonal brace

Tensile force in vertical diagonal brace

Tensile force in horizontal diagonal brace

e - Lever arm tube ledger connection: e = 3.3 cm- Lever arm deck ledger connection with negative bending momentload My(-): e = 3.3 cm- Lever arm deck ledger connection with positive bending momentload My(+): e = 2.2 cm

VZ,Rd Load-bearing capacity in relation to vertical shear forces (regardless of ledger type): VZ,Rd = 35.0 kN

NRd Load-bearing capacity in relation to axial forces (regardless of ledger type): NRd = 36.0 kN

Verification shall be provided in pairs around the nodes.

3.2.4.2 Connection of ledgers and/or diagonal braces at any hole of the rosettes (connecting discs)

(equation 10)

where: the sum of all vertical shear forces acting on the rosette (incl. vertical components of vertical diagonal braces) the load-bearing capacity of the rosettes in relation to vertical shear forces

3.2.5 Tube connector

3.2.5.1 General

Unless otherwise specified below, the joints of the standards in the modular scaffolding system "ALFIX MODUL METRIC" are to be modelled and verified in accordance with the Technical Building Rules, see also "Rechnerische Behandlung von Ständerstössen mit einseitig, zentrisch fixiertem Stossbolzen für Arbeits- und Schutzgerüste sowie für Traggerüste aus Stahl". ("Calculation of standard joints with one-sided, centrally fixed joint pins for working and protective scaffolding as well as falsework made of steel"7).



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3.2.5.2 Tension resistance

A tension resistance of ZRd = 10.0 kN may be assumed for the pressed-in tube connectors of the standards in accordance with Annex B, pp. 11 and 15.

For screwed-on tube connectors of the standards according to Annex B, pp. 12 to 14, the indentations in the tube in accordance with the specifications of the "Calculation of standard joints with one-sided, centrally fixed joint pins for working and protective scaffolding as well as falsework made of steel"7 are to be taken into account for the verification of tension.

3.2.6 Wedge-head couplers

Wedge-head couplers (rigid or rotatable) according to Annex B, pages 115 and 118 are only to be used for connecting "free" scaffolding tubes ∅ 48.3 x 3.2 mm to the standards of the scaffolding system in conjunction with the roof guard wall (e.g. see Annex D, p. 7).

3.2.7 Scaffolding components manufactured using components of the scaffold connector

Node connections of scaffolding components that were manufactured in accordance with Section 2.1.3 as well as scaffolding components that were manufactured using the rosette or connecting head for tube ledgers in accordance with Z-8.22-906 are to be verified according to sections 3.2.2 and 3.2.4. Further verifications are to be furnished in accordance with the Technical Building Rules.

3.2.8 Verification of the entire system

3.2.8.1 Vertical load-bearing capacity of decks The decks of the "ALFIX MODUL METRIC" modular scaffolding system are verified according to Table 10 for live loads of the load classes acc. to DIN EN 12811-1:2004-03, Table 3, and for use in roof fall arrest and brick guard scaffolds with fall heights of up to 2 m according to DIN 4420-1:2004-03 (class D according to DIN EN 12810-1:2004-03).

Table 10: Assignment of decks to load classes

Designation Annex B, page Bay width ℓ

[m] Use in

Load Class Aluminium frame platform with tube fixture 55 and 56 ≤ 3.00 ≤ 3 Aluminium access deck with tube fixture 58 and 59 ≤ 3.00 ≤ 3 Aluminium access deck with tube fixture 1.50 m – 3.00 m, without ladder 61 ≤ 3.00 ≤ 3

Aluminium access deck with tube fixture 2.50 m – 3.00 m, with ladder, with tread, aluminium treadplate decking

62 ≤ 3.00 ≤ 3

Steel deck with tube fixture 0.32 m Steel deck with tube fixture 0.30 m; 0.34 m Intermediate deck with tube fixture 0.16 m; 0.19 m

65 66 67

4.00 ≤ 3 3.00 ≤ 4 2.50 ≤ 5 ≤ 2.00 ≤ 6

Intermediate deck with tube fixture 68 3.00 ≤ 4 2.50 ≤ 5

≤ 2.00 ≤ 6

7 cf. Newsletter DIBt, issue 4/2017



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Designation Annex B, page Bay width ℓ

[m] Use in

Load Class Aluminium frame platform 0.64 m, film-coated plywood decking UNI 69 and 70 ≤ 3.00 ≤ 3

Aluminium-plywood deck 72 ≤ 3.00 ≤ 3 Aluminium frame platform 0.64 m with access hatch UNI 73 and 74 ≤ 3.00 ≤ 3

Aluminium-plywood access deck 76 ≤ 3.00 ≤ 3

Steel deck UNI 0.32 m Steel deck UNI 0.30 m; 0.34 m

77 79

4.00 ≤ 3 3.00 ≤ 4 2.50 ≤ 5 ≤ 2.00 ≤ 6

Steel deck 0.32 m 78 3.00 ≤ 4 2.50 ≤ 5 ≤ 2.00 ≤ 6

Steel plank 0.30 m 80 1.45 to 1.85 ≤ 3

≤ 1.45 ≤ 4

Intermediate deck UNI 0.14 m 81 3.00 ≤ 5 ≤ 2.50 ≤ 6

Aluminium deck UNI 0.64 m, lightweight 82 3.00 ≤ 3 ≤ 2.50 ≤ 4

Solid wooden deck UNI (48) 0.32 m Solid wooden deck (old version)

83 84

3.00 ≤ 3 2.50 ≤ 4 2.00 ≤ 5 ≤ 1.50 ≤ 6

Solid wooden deck UNI (45) 0.32 m 85 2.50 ≤ 3 2.00 ≤ 4 1.50 ≤ 5

Gap cover UNI 87

4.00 ≤ 3 3.00 ≤ 4 2.50 ≤ 5 ≤ 2.00 ≤ 6

3.2.8.2 Elastic support of vertical frame sections

It may be assumed that non-anchored nodes of standard sections are elastically supported in the plane perpendicular to the fitting direction of the decks (in case of façade scaffolding perpendicular to the façade) by the horizontal planes/decks, provided that the neighbouring horizontal nodes are anchored. This elastic support may be taken into account by assuming a travel spring with the design values given in Table 11.



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Table 11: Design values of the horizontal travel springs

Deck

acco

rdin

g to

Ann

ex B

, pa

ge

Scaf

fold

ing

wid

th w

[m

]

Bay

wid

th ℓ

[m]

Floa

ting

bear

ing

forc

e f 0

[cm

]

Stiffness c⊥,d [kN/cm] Load- bearing capacity of the spring

force F⊥, Rd [kN]

0 < F⊥ ≤ F⊥ 1,2 [kN]

F⊥ 1,2 < F⊥

≤ F⊥, Rd[kN]

F⊥ 1,2

Aluminium frame platform with tube fixture UNI 55, 56

0.74 ≤ 3.00

3.40 0.78 0.78 1.50 1.71

Steel deck with tube fixture 0.32 m 65 3.96 0.58 0.46 1.50 3.00

Steel deck UNI 0.32 m 77 1.94 1.09 0.86 1.50 2.50

Steel deck 0.32 m 78 Aluminium deck UNI 0.64 m, lightweight 82 3.66 3.37 1.52 2.00 3.00

Solid wooden deck UNI (48) 0.32 m 83 2.47 1.43 1.04 1.50 2.50

Steel deck with tube fixture 0.32 m 65 1.07 ≤ 3 4.39 0.79 0.79 1.50 2.46

3.2.8.3 Elastic coupling of the vertical levels The inner and outer vertical levels of a scaffolding may be assumed to be elastically coupled to each other by the decking in the direction of these levels (in the case of façade scaffolding parallel to the façade) by the decking. This elastic coupling may be taken into account by assuming a coupling spring with the design values given in Table 12 (regardless of the bay width).

Table 12: Design values of the horizontal coupling springs

Deck

acco

rdin

g to

Ann

ex B

, pa

ge

Scaf

fold

ing

wid

th w

[m

]

Bay

wid

th ℓ

[m]

Floa

ting

bear

ing

forc

e f 0

[cm

] Stiffness cII,d [kN/cm] Load-

bearing capacity of the spring

force FII, Rd [kN]

0 < FII ≤ FII 1,2 [kN]

FII 1,2 < FII

≤ FII, Rd [kN]

FII 1,2

Aluminium frame platform with tube fixture UNI 55, 56

0.74 ≤ 3.00

0.50 2.65 2.22 3.00 3.86

Steel deck with tube fixture 0.32 m 65 1.40 2.58 3.46 3.00 4.50

Steel deck UNI 0.32 m 77 0.70 3.42 1.27 2.50 4.50

Steel deck 0.32 m 78 Aluminium deck UNI 0.64 m, lightweight 82 0.70 5.10 3.42 3.00 4.50

Solid wooden deck UNI (48) 0.32 m 83 0.70 2.76 1.19 2.50 4.50

Steel deck with tube fixture 0.32 m 65 1.07

≤ 3.00 1.95 1.67 1.67 3.00 3.94 ≤ 2.50 1.95 1.39 1.39 3.00 3.28



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3.2.8.4 Material properties For components manufactured from steel S235JRH with an increased apparent yield point (ReH > 320 N/mm²) – these components are correspondingly marked on the drawings in Annex B – a yield point value of fy,d = 291 N/mm² can be used as the basis of calculation. All otherproperties are to be applied in accordance with the base material S235JRH.

3.2.8.5 Scaffolding base jacks The substitute section properties of the scaffolding base jacks for stress verifications/interaction verifications and deformation calculations according to DIN 4425:2017-04 (cf. Annex B of DIN EN 12811-1:2004-03) shall be assumed in accordance with Table 13.

Table 13: Characteristics of scaffolding base jacks

Designation Annex A, page

Cross-sectional area

A = As [cm2]

Moment of inertia

I [cm4]

Elastic section

modulus Wel [cm3]

Reduced plastic section

modulus Wpl [cm3]

Base jack UNI 17

3.52 4.00 2.68 3.35

Base jack 18 Base jack UNI, swivelling 20 Base jack, swivelling 22 Head jack "U" 23 Base jack coupler 24 Base jack AB 19

3.85 4.27 2.83 3.54 Base jack AF, swivelling 21 AB Head jack "U" 131

The cosine interaction in accordance with DIN 4420-1:1990-12, Table 7 may be used to provide proof of the load-bearing capacity of the scaffolding base jacks.

3.2.8.6 Halfcouplers For the verification of the halfcouplers attached to the various components, the load-bearing capacities and stiffnesses for class B halfcouplers shall be applied accordance with DIN EN 74-2:2009-01.

For halfcouplers of class B manufactured until January 2009, for which proof is furnished that they comply with the "Zulassungsgrundsätze für den Verwendbarkeitsnachweis von Halbkupplungen an Stahl- and Aluminiumrohren"8 (Approval principles for the proof of applicability of half couplers on steel and aluminium tubes), the resistances as per the approval principles may be assumed, in deviation from DIN EN 74-2:2009-01.

If it is not clear, which components are used, the load-bearing capacities and stiffnesses for halfcouplers of class B in accordance with the DIN EN 74-2:2009-01 shall be applied for the verification of the scaffolding.




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3.3 Provisions for Execution

3.3.1 General The execution and inspection of the scaffolding is not the subject-matter of the national technical approval. The assembly, alteration and dismantling of the scaffolding must be carried out in compliance with the Instructions for Assembly and Use9 of the manufacturer, which is not the subject matter of the approval.

3.3.2 Condition of components All components must be inspected for proper condition prior to assembly. Damaged components may not be used.

3.3.3 Structural design 3.3.3.1 General

The following applies for the use of the scaffold connector (rosette):

- The number of members connected to one rosette must not exceed 8.- The wedges of the connecting heads must be hammered into place from top to bottom using

a 500 g hammer until the blow bounces off.3.3.3.2 Base area The lower standards or base collars must be placed on scaffolding base jacks and aligned in such a way that

the scaffolding levels (working areas) are horizontal. It must be ensured that the end plates of the base jacks are horizontal and supported over the entire area to absorb and transmit the forces resulting from the scaffolding on the supporting ground.

3.3.3.3 Scaffolding decks Scaffolding decks must be secured to prevent them from accidental lift-off.

3.3.3.4 Side protection For side protection, the provisions of DIN EN 12811-1:2004-03 shall apply. Components intended for this purpose shall be used in the first place; only in exceptional cases components such as steel tubes and couplers in accordance with DIN EN 12811-1:2004-03, as well as scaffolding boards and planks in accordance with DIN 4420-1:2004-03 may be used.

3.3.3.5 Bracing Scaffolds must be braced. The vertical planes are to be braced by means of longitudinal ledgers or longitudinal ledgers in conjunction with vertical diagonal braces. System decks in conjunction with transoms can also be used to provide structural analysis. Horizontal scaffolding levels are to be braced by means of ledgers and horizontal diagonal braces or by means of system decks in conjunction with transoms. The individual bracing levels are to be erected and positioned in accordance with the structural analysis.

3.3.3.6 Anchorage Please refer to the structural analysis for anchor forces and the anchor configuration. The anchorage of scaffold retainers/wall ties to the façade or to other parts of the building is not covered by this approval. The user must ensure that the respective forces can be securely absorbed and dispersed from scaffold retainers/wall ties. Vertical forces must not be transferred in this process.

9 The Instructions for Assembly and Use must comply with the "Application guideline for working scaffolds according to DIN EN 12811-1", see DIBt notices, issue 2/2006.



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3.3.3.7 Couplers Couplers with screwed connectors must be tightened with a torque of 50 Nm when connecting to the standards; tolerances of ± 10 % are permitted. According to the manufacturer's instructions for use, bolts/screws must be easy to reposition (oil/grease).

3.3.3.8 Standard joints Standard joints are to be erected in accordance with the Instructions for Assembly and Use to provide security against uplifting forces in accordance with the structural analysis.

4 Provisions for Use and Maintenance

4.1 General The use of the scaffolding is not covered by the national technical approval.

4.2 Wooden scaffolding components In order to prevent damage caused by moisture to wooden scaffolding components, they must be stored in a dry place, off the ground and with adequate ventilation.

Andreas Schult Head of Division Attested



Scaffolding components for the "ALFIX MODUL METRIC" scaffolding system

Annex A, page 1

Z61314.18 1.8.22-33/16

Figure 1: Torsional spring stiffness at the tube ledger connection in the standard/ledger plane (vertical plane)

Figure 2: Torsional spring stiffness at the deck bearer connection in the standard/ledger plane (vertical plane)

0

20

40

60

80

100

120

0 0.01 0.02 0.03 0.04 0.05 0.06

-120

-100

-80

-60

-40

-20

0

20

40

60

80

-0.06 -0.03 0 0.03 0.06 0.09 0.12

φ in [rad]

My in [kNcm]

]rad[M11814100

M

with My in [kNcm]

y

yd

]rad[M2,312800

M0.0068

Positive bending moment:

with My in [kNcm]

)(y

)(y)(

d

φ in [rad]

My in [kNcm]

]rad[

M10413430

M0.0068

Negative bending moment:

with My in [kNcm]

)(y

)(y

d

Torsional spring stiffness of the ledger connection

National Technical Approval/ General Construction Technique Permit No. Z-8.22-932 | 31 October 2018 [Seal Deutsches Institut für Bautechnik]


Scaffolding components for the "ALFIX MODUL METRIC" scaffolding system

Annex A, page 2

Z61314.18 1.8.22-33/16

Figure 3: Torsional spring stiffness at the tube ledger connection in the plane perpendicular to the standard/ ledger plane (horizontal plane)

05

101520253035404550

0 0.04 0.08 0.12 0.16 0.2 0.24

Mz in [kNcm]

φ in [rad]

kNcm1120.0197

kNcm1420M

with Mz in [kNcm]

Mz 28.0 kNcmd

zd

28.0 kNcm M 50.0 kNcm :z

0 Mz 28.0 kNcm :

Torsional spring stiffness of the ledger connection and

structural systems for the ledger connection and the vertical diagonal brace




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