national technical approval alfix modul multi · birdcage scaffolding standard 16 2 base jack,...

ALFIX MODUL MULTI

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: 17 August 2018 | 37.1-1.8.22-32/16

Approval number: Period of validity

Z-8.22-906 from: 17 August 2018 to: 14 October 2021

Applicant:

Alfix GmbH Langhennersdorfer Strasse 15 09603 Grossschirma Germany

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

The above-mentioned subject is herewith granted national technical approval. This national technical approval comprises 32 pages as well as Annex A (pages 1 to 2), Annex B (pages 1 to 151), Annex C (pages 1 to 8), Annex E (pages 1 to 5), and Annex F (pages 1 to 8). This national technical approval / general construction permit replaces the national technical approval no. Z-8.22-906 dated 13 October 2011. On 21 January 2006 the above-mentioned subject was granted national technical approval for the first time.

[Seal Deutsches Institut für Bautechnik]

[Seal Deutsches Institut für Bautechnik]

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

I GENERAL PROVISIONS

1 The general construction technique permit serves to demonstrate the usability of the subject matter of the approval (permit) under the 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 in the "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 by the applicant during the approval process and the documents submitted. 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-8.22-906 [Seal Deutsches Institut für Bautechnik]

Z37567.18 Translation of the original German version not reviewed by Deutsches Institut für Bautechnik (DIBt) 1.8.22-32/16

Page 2 of 32| 17 August 2018

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 MULTI" modular scaffolding system. The "ALFIX MODUL MULTI" 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 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.

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 MULTI" 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 Base collar 10 2 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, S = 4.05 mm 14 2, 12 Vertical starter standard 15 2




Table 1: (continued)


Details / components according to Annex B, page

Birdcage scaffolding standard 16 2 Base jack, swivelling 20 --- U-shaped head jack 21 --- Base jack coupler 22 --- Suspended scaffolding connector 23 3, 4 Locking device for base jack 24 3, 4 Tube ledger 25 3, 4 Horizontal diagonal ledger 26 3, 4 Tube ledger, reinforced 27 3, 4 Double tube ledger 1.57 m 28 3, 4 Double tube ledger 2.07 m 29 3, 4, 28 Double tube ledger 2.57 m 30 3, 4, 28 Double tube ledger 3.07 m 31 3, 4, 28 U-transom 0.45 m, 0.73 m 32 3, 5 U-transom 1.09 m, 1.40 m, reinforced 33 3, 5, 27, 32 U 2-deck bearer 1.57 m 34 3, 5, 32 U 2-deck bearer 2.07 m 35 3, 5, 32, 34 U 2-deck bearer 2.57 m 36 3, 5, 32, 34 U 2-deck bearer 3.07 m 37 3, 5, 32, 34 Board bearer with tube fixture 40 3 Board bearer 43 3, 32 U-transom lattice girder 0.73 m / 1.09 m V 44 27, 32 Lattice girder transom with tube fixture 0.73 m / 1.09 m V 45 27 MODUL lattice girder 6.14 m 46 3, 4 MODUL lattice girder 4.14 m / 5.14 m 47 3, 4, 46 MODUL lattice girder 6.14 m, with tube fixture 48 3, 4, 46 MODUL lattice girder 4.14 m / 5.14 m, with tube fixture 49 3, 4, 46, 48 MODUL lift-off preventer 50 --- Aluminium frame platform with tube fixture 1.57 m, 2.07 m 51 53 Aluminium frame platform with tube fixture 2.57 m, 3.07 m 52 53 Aluminium access deck with tube fixture 3.07 m, with integrated ladder, with tread 54 53, 56, 60

Aluminium access deck with tube fixture 2.57 m, with integrated ladder, with tread 55 53, 56, 60

Aluminium access deck with tube fixture 1.57 m – 3.07 m, without ladder, with tread 57 53, 56

Aluminium access deck with tube fixture 2.57 m, 3.07 m, with ladder, with tread, aluminium treadplate decking 58 59, 60

Steel deck AF with tube fixture 0.32 m 61 --- Steel deck AF with tube fixture 0.30 m, 0.34 m 62 --- Intermediate deck AF with tube fixture 0.16 m, 0.19 m 63 ---





Designation Annex A, page

Details / components according to Annex B,

page Intermediate deck with tube fixture 65 --- Aluminium frame platform 1.57 m, 2.07 m, film-coated plywood decking 66 68

Aluminium frame platform 2.57 m, 3.07 m, film-coated plywood decking 67 68

Aluminium access deck with internal access 2.57 m, 3.07 m 69 60, 68, 71 MODUL gap cover 94 --- MODUL gap cover with tube fixture 95 --- Stair guardrail 2.57 m, 3.07 m 98 3 MODUL guardrail holder 101 3, 4 MODUL scaffold safety door 102 3, 139 Bracket 0.39 m, with tube fixture 103 3, 4 MODUL bracket 0.39 m 104 3, 5, 32 MODUL bracket 0.73 m 105 3, 5, 32 Bracket 0.50 m, with tube fixture 106 3, 4 MODUL toeboard 107 --- MODUL toeboard 4.14 m 108 --- MODUL toeboard, aluminium 109 --- MODUL guard net system, mesh size 100 mm, green 116 3, 4, 25 MODUL double end guardrail 117 3, 4 Wedge-head coupler, rotatable 122 3, 139 MODUL U-tube connector 123 --- MODUL tube connector 124 3 Wedge-head coupler, fixed 125 3, 4 Support ledger 126 3, 4 MODUL advanced guardrail post 137 --- AB head jack "U" 140 --- MODUL U-lattice girder 6.14 m, 7.71 m 141 3, 4, 5, 32 MODUL U-lattice girder 4.14 m, 5.14 m 142 3, 4, 5, 32, 141 Claw coupler 143 --- Tube ledger 1.09 m, 1.29 m, 1.40 m, reinforced 144 3, 4 Tube ledger 1.57 m, 2.07 m, reinforced 145 3, 4, 144 Tube ledger 2.57 m, 3.07 m, reinforced 146 3, 4, 144 U-transom 1.04 m, 1.09 m, 1.29 m 147 3, 5 U-transom with integrated main beam 1.40 m – 2.07 m 148 3, 5 U-transom 1.40 m – 2.57 m, reinforced 149 3, 5, 144 U-transom 3.07 m, reinforced 150 3, 5, 144, 149




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 Connector disc (rosette) 2 Wedge 3 Connecting head for tube ledgers 4 Connecting head for U-ledgers 5 Connecting head for vertical diagonal braces 6 Connecting head for horizontal diagonal braces 7 Connecting head U-ledger PLUS, new connector design 139

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 shall 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 1.0038 S235JR

DIN EN 10025-2: 2005-4

2.2 1.0122 S235JRC+C 1.0577 S355J2

3.1 Bright steel 1.0122 S235JRC+C DIN EN 10277-2:

2008-06 Precision steel tube 1.0308 E235+C DIN EN 10305-3:

2016-08

Rolled steel plate and steel sheet

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

3.1 1.0398 DD12 **) 1.0917 DX51D DIN EN 10346:

2015-10

3 obtainable from DIBt





Material Material Number / Numerical

Designation Short Name Technical

Specification

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

Malleable cast iron

5.4201 (EN-JM1020)

EN-GJMW- 306-12

DIN EN 1562: 2012-5

3.1

5.4202 (EN-JM1030)

EN-GJMW- 400-5

5.4205 (EN-JM1140)

EN-GJMB- 450-6

Cast iron 5.3106 (EN-JS1030)

EN-GJS- 400-15

DIN EN 1563: 2012-03

Cast steel 1.6220 G20Mn5 DIN EN 10293: 2015-04 1.0446 GE240+N

Flat product 1.0976 S355MC DIN EN 10149-2: 2013-12 1.0982 S460MC

Aluminium alloy

EN AW-5083 H114 / H224

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

2008-05 EN AW-5754 H111 / 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 Solid wood for toeboards must meet grading category S 10 or higher according to DIN 4074-1: 2012-06 or must have a minimum strength of class C 24 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.

2.1.8 Couplers Any couplers attached to the different components shall be halfcouplers of at least class B with German national approval or in compliance with DIN EN 74-2:2009-01.

2.2 Manufacture and marking 2.2.1 Manufacture 2.2.1.1 Manufacturer qualification

Companies manufacturing welded scaffolding components in accordance with the 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) acc. to 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) acc. to 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 plates in accordance with Annex B, page 2 shall be welded to tubes ⌀48.3 x 3.2 ofsteel grade S235JRH with ReH ≥ 320 N/mm2 according to DIN EN 10219-1:2006-07 with awelding seam in accordance as documented at DIBt.

- Connecting heads for tube ledgers in accordance with Annex B, page 4 shall be welded totubes ⌀48.3 x 3.2 of steel grade S235JRH with ReH ≥ 320 N/mm2 according to DIN EN 10219-1:2006-07 with a welding seam in accordance as documented at DIBt.

- Connecting heads for U-ledgers in accordance with Annex B, page 5 shall be welded toU-profiles 48x52x2.5 in accordance with Annex B, page 32 of steel grade S235JRH withReH ≥ 320 N/mm2 according to DIN EN 10219-1:2006-07 with a welding seam in accordanceas documented at DIBt.

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




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 "906";- 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. 151, may be used. These identifying marks may only be applied if the requirements under Section 2.3 are fulfilled.

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 certifying 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 submitted by the manufacturer by marking the building products with the mark of conformity (Ü sign) 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 component 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.




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.

- A tensile test on ungalvanized components shall be conducted for at least 1‰ of thepressed-in tube connectors of the standards in accordance with Annex B, pp. 11 and 15.

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.




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

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

- At least five inspections of the pressed-in tube connectors in accordance with the provisions ofsection 2.3.2 shall be carried out per supervision.

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. On demand they must be presented to DIBt and to the competent building supervisory authority.

3 Provisions for planning, dimensioning and execution

3.1 Planning

3.1.1 General considerations

The ALFIX MODUL MULTI 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 MULTI" modular scaffolding system


Details / components according to

Annex B, page

Regulations for manufacturing,

marking and verification of

compliance

Base jack 17 ---

Regulated in Z-8.1-862

Base jack AB 18 --- Base jack AF, swivelling 19 --- Internal ladder 60 ---

Steel deck with tube fixture 64 --- acc. to Z-8.22-906 only approved for

continued use Aluminium frame platform with internal access 1.57 m, 2.07 m, without ladder 70 68, 71

regulated in Z-8.1-862

Aluminium deck with plywood 2.57 m, 3.07 m 72 74

Aluminium deck with plywood 1.57 m, 2.07 m 73 74

Aluminium access deck with ladder 3.07 m 75 60, 74, 77 Aluminium access deck with ladder 2.57 m 76 60, 74, 77

Aluminium deck with plywood 3.07 m 78 80

Aluminium deck with plywood 1.57 m, 2.07 m, 2.57 m 79 80

Aluminium access deck with ladder 3.07 m 81 60, 80, 83 Aluminium access deck with ladder 2.57 m 82 60, 80, 83 Steel deck AF 0.32 m 84 --- Steel deck 85 --- Steel deck AF 0.30 m, 0.34 m 86 --- Steel plank 0.30 m 87 --- Intermediate deck AF 0.16 m, 0.19 m 88 --- Intermediate deck 89 --- Aluminium deck 0.60 m, lightweight 90 --- Solid wooden deck 48 91 --- Solid wooden deck 45 92 --- Wooden deck 93 --- Gap cover 96 --- Stairway AF 0.62 m, 2.57 m, 3.07 m, aluminium 97 --- Internal guardrail for aluminium stairway 99 --- Stair stringer fall protection 100 --- Toeboard, end toeboard AF 110 ---






Details / components according to

Annex B, page

Regulations for manufacturing,

marking and certificate of conformity

Toeboard AF 4.14 m 111 ---

regulated in Z-8.1-862 Toeboard, end toeboard 112 ---

Toeboard 4.14 m 113 ---

Toeboard, end toeboard AF, aluminium 114 ---

Toeboard, end toeboard, aluminium 115 ---

Storey ladder 2.00 x 0.40 m, steel 118 --- regulated in Z-8.1-847

Storey ladder 2.00 x 0.40 m, aluminium 119 ---

Anchor / wall tie 120 ---

regulated in Z-8.1-862

Quick-release anchor / wall tie 121 ---

Transom 0.73 m, 1.09 m 127 ---

Guardrail coupler AF 128 ---

Halfcoupler with toeboard bolt, halfcoupler with hook 129

---

Squared timber coupler 130 ---

Toeboard support 131 3 Locking pin 132 ---

Putlog coupler 133 ---

Diagonal cross brace 134 ---

Advanced guardrail post 2.00 m 135 ---

regulated in Z-8.1-862 Telescopic guardrail 2.00 – 3.07 m 136 ---

Advanced end guardrail / telescopic guardrail, aluminium 138

---

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 or Annexes E and F. 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 as working scaffold 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 4420-1:2004-03

• in accordance with Annex C and D with system width B=0.73 m, with bay widths ℓ = ≤3.07 m and load class ≤ 3 or

• in accordance with Annex E and F with system width B=1.09 m, with bay widths ℓ = ≤ 2.57m and load class ≤ 4.




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 or Annex E and F, 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"2, 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". The rules of the following sections apply to the node connection and the connection of the connecting heads and the poles listed in the Annexes (ledgers and diagonal braces). The structural systems for the calculation are to be modelled in accordance with Annex A, page 2. The short poles between the standard tube axis and the connections as described therein, may be assumed as 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 standard tube (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 the bending and torsional moments M must be quoted in [kNcm].






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 in accordance with the values specified in Figure 1, Annex A, page 1 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)

When verifying the ledger under bending stresses in the plane at a right angle to the plane of the standard/ledger (horizontal plane), a torsion spring fixation at the ledger connection that corresponds to Annex A, page 1, Figure 2 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

Bending moment Mγ,Rd [kNcm] ± 104.0

Vertical shear force VZ,Rd [kN] ± 35.0

Bending moment Mz,Rd [kNcm] ± 50.0

Horizontal shear force Vγ Rd [kN] ± 16.0

Axial force NRd [kN] ± 36.0




3.2.2.2.2 Interaction standard/ledger connection

For loaded connecting discs, the following conditions have to be fulfilled:

1326.0 ≤+⋅ SA II

(equation 1)

Where:

IA Coefficient of utilization in ledger connection

d,R,y

yA M

MI = (equation 2)

with: My bending moment in ledger connection My,R,d 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:

baIS= (equation 3)

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 determinedunder 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 resp. to shear force in the standard

d,R,StSt

act VVv = (equation 4)

VSt shear force in standard VSt,R,d load-bearing capacity with resp. to shear force in standard

VSt,R,d = Vpl,d = 48.5 kN




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

MSt bending moment in the standard MSt,R,d load-bearing capacity with respect to the bending moments in the

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

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

NSt,R,d = 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 5)

(equation 6)

where:

tensile axial force load in ledger connection

Load-bearing capacity in ledger connection

load-bearing capacity with resp. to normal tensile force according to Table 5

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 6 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 7)

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 6




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 7 as well as 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 8)

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 7




Table 6: 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] )(d,R,VN − [kN] effd AE ⋅ [kN] )(

d,R,VN + [kN]

3.07

2.0

1980 10.4 4630

22.8

2.57 1910 12.8 3600 2.07 1870 15.5 2930 1.57 1910 18.5 2300 1.40 1950 19.6 2170 1.29 1990 20.3 2030 1.09 2110 21.4 1850 0.73 1990 21.5 1670 21.5 3.07

1.5

1690 11.9 4100 21.1 2.57 1720 14.9 3700 22.1 2.07 1600 18.7 3020

22.8 1.57 1510 22.8 2210 1.09 1630 22.8 1640 0.73 1710 22.1 1250 22.1 3.07

1.0

1680 13.1 3590 19.9 2.57 1500 16.8 3160 20.3 2.07 1360 21.2 2730 21.2 1.57 1220

22.8

2370

22.8 1.29 1130 1800 1.09 1090 1490 0.73 1170 1040 3.07

0.5

1520 14.0 3300 19.1 2.57 1350 18.4 2790 19.2 2.07 1200 19.4 2320 19.4 1.57 960 19.9 1820 19.9 1.29 810 20.5 1570 20.5 1.09 730 21.3 1380 21.3 0.73 590 22.8 930 22.8




Table 7: Properties of horizonal diagonal braces according to Annex B, page 9

Bay length L [m] Bay width [m] NH,R,d [kN] effd AE ⋅ [kN]

0.73 0.73 3.10 2760 1.09 1.09 3.07 2970 1.57 1.57 3.03 2780 2.07 2.07 2.98 2240 2.57 2.57 2.91 1530 3.07 3.07 2.81 830 1.09

0.73

3.08 3160 1.40 3.07 3210 1.57 3.06 3200 2.07 3.03 3070 2.57 3.00 2850 3.07 2.96 2530 1.40

1.09

3.06 3210 1.57 3.05 3190 2.07 3.03 3040 2.57 2.99 2790 3.07 2.95 2460 1.40

1.57

3.04 3140 2.07 3.01 2910 2.57 2.98 2650 3.07 2.93 2330 1.40

2.07 3.02 2970

2.57 2.95 2450 3.07 2.90 2130 1.40

2.57 2.99 2900

3.07 2.86 1880 1.40 3.07 2.94 2380

3.2.3.3 Diagonal cross brace

When verifying the scaffolding system, the diagonal cross braces according to Annex B, page 134 must be taken into account subject to the scaffold width and system length with the equivalent stiffnesses and loads in accordance with Table 8.

Table 8: Properties of a diagonal cross brace

Scaffold width [m]

System length [m]

Load under Stiffness effd AE ⋅ [kN]

Load-bearing capacity NRd [kN]

0.732 1.95

compressive force 2730 -10.21.088 tensile force 2890 +10.20.732

1.77 compressive force 2570 -10.2

1.088 tensile force 2670 +10.2where Ed = (21,000 / 1.1) kN/cm2




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 9)

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

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 10)

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: Connector disc (rosette) connections




Table 9: Interaction ratio

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 ---

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

Load-bearing capacities according to Table 5

Proof shall always be furnished in pairs around the connector.

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

(equation 11)

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

kNV dRz 0.127,, =∑




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 MULTI" 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.

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 122 and 125 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 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 Cross-section properties of U-profiles

3.2.8.1.1 U-profile U48x52x2.5 (without holes)

The U-profile 48x52x2.5 (without holes) according to Annex B, pages 32, 127, 147 and 149 must be verified using the parameters according to Figure 3.

A = 4.17 cm2 zs = 2.32 cm Iy = 13.8 cm4 Wy,pl = 6.88 cm3 Wy,el = 4.79 cm3

Figure 3: Parameters of the U-profile U48x52x2.5 without holes

7 cf. Newsletter DIBt, issue 4/2017




3.2.8.1.2 U-profile U48x52x2.5 with hole 15 mm

The U-profile 48x52x2.5 with hole 15 mm according to Annex B, pages 32, 147 and 149 must be verified using the parameters according to Figure 4.


Figure 4: Parameters of the U-profile U48x52x2.5 with hole 15 mm

3.2.8.1.3 U-profile U48x52x2.5 with hole 22 mm

The U-profile 48x52x2.5 with hole 22 mm according to Annex B, page 127 must be verified using the parameters according to Figure 5.


Figure 5: Parameters of the U-profile U48x52x2.5 with hole 22 mm




3.2.8.2 Vertical load-bearing capacity of decks The decks of the "ALFIX MODUL MULTI" 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


Bay width ℓ [m]

Use in Load Class

Aluminium frame platform with tube fixture 51 and 52 ≤ 3.07 ≤ 3

Aluminium access deck with tube fixture 54 and 55 ≤ 3.07 ≤ 3

Aluminium access deck with tube fixture 1.57 m – 3.07 m, without ladder

57 ≤ 3.07 ≤ 3

Aluminium access deck with tube fixture 2.57 m – 3.07 m, with ladder, with tread, aluminium treadplate decking

58 ≤ 3.07 ≤ 3

Steel deck AF with tube fixture Intermediate deck AF with tube fixture 0.19 m

61 and 62 63

4.14 ≤ 3 3.07 ≤ 4 2.57 ≤ 5 ≤ 2.07 ≤ 6

Intermediate deck AF with tube fixture 0.16 m 63 3.07 ≤ 4

Steel deck with tube fixture 64 2.57 ≤ 5

Intermediate deck with tube fixture 65 ≤ 2.07 ≤ 6

Aluminium frame platform, film-coated plywood decking 66 and 67 ≤ 3.07 ≤ 3






Bay width ℓ [m]

Use in Load Class

Aluminium access deck with internal access 69 and 70 ≤ 3.07 ≤ 3 Aluminium deck with plywood 72, 73, 78 and 79 ≤ 3.07 ≤ 3

Aluminium access deck with ladder 75, 76, 81 and 82 ≤ 3.07 ≤ 3

Steel deck Intermediate deck AF 0.16 m Intermediate deck

85 88 89

3.07 ≤ 4

2.57 ≤ 5

≤ 2.07 ≤ 6

Steel deck AF Intermediate deck AF 0.19 m

84 and 86 88

4.14 ≤ 3

3.07 ≤ 4

2.57 ≤ 5

≤ 2.07 ≤ 6

Steel plank 0.30 m 87 1.45 to 1.85 ≤ 3

≤ 1.45 ≤ 4

Aluminium deck 0.60 m, lightweight 90 3.07 ≤ 3

≤ 2.57 ≤ 4

Solid wood deck 48 Wooden deck

91 93

3.07 ≤ 3

2.57 ≤ 4

2.07 ≤ 5

≤ 1.57 ≤ 6

Solid wood deck 45 92 2.57 ≤ 3

2.07 ≤ 4

≤ 1.57 ≤ 5

3.2.8.3 Elastic support of vertical frame sections

It may be assumed that non-anchored nodes of the standards in one axis 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 parameters given in Table 11.




Table 11: Design values of the horizontal travel springs

Deck

acco

rdin

g to

Ann

ex B

, pa

ge

Scaf

fold

ing

wid

th b

[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

51, 52

0.73 ≤ 3.07

3.40 0.78 0.78 1.50 1.71 Aluminium frame platform, film-coated plywood decking

66, 67

Aluminium deck with plywood

72 ,73, 78, 79

Steel deck AF with tube fixture 0.32 m 61

3.96 0.58 0.46 1.50 3.00 Steel deck with tube fixture 64

Steel deck AF 0.32 m 84

Steel deck 85 Aluminium deck 0.60 m, lightweight 90 3.50 1.20 0.48 2.00 2.80

Steel deck AF with tube fixture 61

1.09 ≤ 3.07 4.39 0.79 0.79 1.50 2.46 Steel deck with tube fixture 64


Steel deck 85

3.2.8.4 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 parameters given in Table 12 (regardless of the bay width).




Table 12: Design values of the horizontal coupling springs

Deck ac

cord

ing

to A

nnex

B,

page

Scaf

fold

ing

wid

th b

[m

]

Bay

wid

th ℓ

[m]

Floa

ting

bear

ing

forc

e f 0

[c

m]

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] F⊥ 1,2

Aluminium frame platform with tube fixture

51, 52

0.73 ≤ 3.07

0.50 2.65 2.22 3.0 3.86

Aluminium frame platform, film-coated plywood decking

66, 67

Aluminium deck with plywood

72, 73, 78, 79

Steel deck AF with tube fixture 0.32 m

61

1.40 2.58 3.46 3.0 4.50 Steel deck with tube fixture 64


Steel deck 85 Aluminium deck 0.60 m, lightweight

90 0.40 6.90 2.47 3.75 5.75


61

1.09

≤ 3.07 1.95 1.67 1.67 3.0 3.94 Steel deck with tube fixture 64


Steel deck 85 Steel deck AF with tube fixture 0.32 m

61

≤ 2.57 1.95 1.39 1.39 3.0 3.28 Steel deck with tube fixture 64


Steel deck 85




3.2.8.5 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 other properties are to be applied in accordance with the base material S235JRH.

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

- Scaffolding base jacks according to Annex B, pages 17, 20, 21 and 22:A = AS = 3.52 cm2 I = 4.00 cm4

Wel = 2.68 cm3 Wpl = 1.25 • 2.68 = 3.35 cm3

- Scaffolding base jacks according to Annex B, pages 18, 19 and 140:A = AS = 3.85 cm2 I = 4.27 cm4 Wel = 2.83 cm3 Wpl = 1.25 • 2.83 = 3.54 cm3

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.

3.2.8.7 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.

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.

8 obtainable from DIBt 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.




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 scaffold connector:

- The number of poles connected to one rossette 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.

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 vertical diagonal braces or vertical braces 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 transoms 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.




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




Z58116.16 1.8.22-32/16

ALFIX MODUL MULTI

M / - relationship at the ledger connection

Annex A,page 1

National Technical Approval/ General Construction Technique Permit No. Z-8.22-906 | 17 August 2018 [Seal Deutsches Institut für Bautechnik]


Z58127.16 1.8.22-32/16

ALFIX MODUL MULTI

Structural systems: Vertical diagonal and ledger connection Annex A,page 2



O')

�123.5

G) Circular hollow section �48.3x3.2 DIN EN 10219-S235JRH ReH � 320N/mm2

(V Batch number / week year stamped 0.4 Q) Logo of the foundry company stamped 0.4 © lt abbreviated approval number stamped 0.4 @ Cast steel, alternatively: steel Filler material in accordance with documents available at DIBt

Thickness of filler material = 9 mm

ALFIX MODUL MULTI

Connector disc (rosette)

M710-B102 08.2018

Annex B, page 2

Detailed information available at DIBt



29

7'

G) XX = supplier number(2) ZZZ/ZZZ = abbreviated approval number@ lt = manufacturer's logo ALFIX© YY = year of manufacture (e.g. 18=2018)

2.4

6

@ Round head rivet (115x10 with rivet head of rivet (114 DIN 660 QSt 32-2 electro-galvanized@ Marking

hot-dip galvanised; DIN EN 10149-S550MC

ALFIX MODUL MULTI

Wedge

M710-B103 06.2018

Annex B, page 3




48.3 7

G) [Zll] = abbreviated approval number(V D = logo / marking of foundry company@ XX = calendar week (CW) and© YY = year of manufacture (e.g. 4016=CW40/2016)

@ /F = manufacturer's logo ALFIX @ 14 0003 = drawing number (j) Cast steel

4

Filler material in accordance with documents available at DIBt

@ Circular hollow section (1)48.3x3.2 alternatively: 48.3x2.7 Filler material in accordance with documents available at DIBt

ALFIX MODUL MULTI

Connecting head for tube ledgers

M710-B104 08.2018

Annex B, poge 4




--1--

14 40.8

tO r---

G) IZZZI = abbreviated approval number

---------, l . -+ 1

)

(2) D = logo / marking of foundry companyG) XX = calendar week (CW) and© YY = year of manufacture (e.g. 4016=CW40/2016)

@ IF = manufacturer's logo ALFIX @ 14 0002 = drawing number

1.()

"<1-

"<1- N � 1.()

I"")

(!) Cast steel Filler material in accordance with documents available at DIBt @ U-profile 48x52x2.5 Filler material in accordance with documents available at DIBt ® Transom section with integrated main beam Filler material in accordance with documents available at DIBt @ Weid area

ALFIX MODUL MULTI

Connecting head for U-ledgers

M710-B105 08.2018

Annex B, page 5




®

G) IZZZI = abbreviated approval number(2) D = logo / marking of foundry company@ XX = calendar week (CW) and© YY = year of manufacture (e.g. 4016=CW40/2016)

@ IF = manufacturer's logo ALFIX

CO CO

@ 14 0016 = drawing number (J) Cast steel Filler material in accordance with documents available at DIBt @ Circular hollow section 9}48.3x2.7 Filler material in accordance with documents available at DIBt @ Rivet Modul diagonal braces

® alternatively

Filler material in accordance with documents available at DIBt

ALFIX MODUL MULTI

Connecting head for vertical diagonal braces

M710-B106

1 Diagonal brace, head section - right handDiagonal brace, head section - left hand mirror-reversed

08.2018

Annex B, page 6




0 i'.n LO v

X N

G) Design "A" DIN EN 10025-S235JR(1) Design 118 11 DIN EN 10025-S235JR@ Circular hollow section 9l42.4x2 DIN EN 10219-S235JRH© Marking

ALFIX MODUL MULTI

Connecting head for horizontal diagonal braces

M710-B107

0 CO

0 CO

50

9)10

50 4

9)10

11.2016

Annex B,

page 7




G) Steel sheet t=5mm® Fiat 50x8@ Adjusting nut, electro-galvanized

75 150

round 38x8

0 lO

0 lO

0 N

0 0 0

DIN EN 10025-S235JR DIN EN 10025-S235JR G20Mn5 DIN EN 10293

© Thread rolled onto circular hollow section@ Hexagon bolt

(!)38x4.5 S355J2H

® Hexagon nut, self-locking(J) with 2 notches to limit thread® Marking

galvanised; all welding seams a=3mm

ALFIX MODUL MULTI

Base jack, swivelling

M710-B141

DIN EN ISO 4014-M16x75-8.8-galvanised DIN EN ISO 10511-M16-8-galvanised

02.2017

Annex B, page 20




G) Steel sheet t=8mmalternatively:

(1) Wing nut

0 0 0

.......... 0 0 <.O

0 i.n N .......... 0 i.n

-L...j-L---�--_J-j-J-

1

1 -r'-r---�---,-1,-

100

-$ - . - ·1- . - · 1-++-: ____,_

160

0 N

DIN EN 10025-S235JR DIN EN 10149-S355MC EN 1562-EN GJMW-400-S EN 1562-EN-GJMB-450-6 EN 1563-EN-GJS-400-15 EN 10293-GE240+N EN 1562-EN-GJMW-360-12 EN 10025-S235JR

Q) Thread rolled onto circular hollow section (1)38x4.5 DIN EN 10219-S355J2H© with notches to limit thread@ Marking

galvanised

ALFIX MODUL MULTI

Head jack "U"

M710-B142 01.2018

Annex B, page 21




round 38x8

0 0 CO

G) Thread rolled onto circular hollow section 9l38x4.5 DIN EN 10219-S355J2H

c.o CX)

(1) Wing nut EN 1562-EN GJMW-400-S EN 1562-EN-GJMB-450-6 EN 1563-EN-GJS-400-15 EN 10293-GE240+N

9l39 9l38

9l34 9l28

EN 1562-EN-GJMW-360-12 EN 10025-S235JR

Q) with notches to limit thread© Halfcoupler, class B@ Marking

galvanised

ALFIX MODUL MULTI

Base jack coupler

M711-B201

DIN EN 74-2

07.2018

Annex B, page 22




0 ...i<D

L.() 0 CD

2

--------· j·-·-·-·- �

·-·---.

G) Rectangular hollow section 50x30x3alternatively: rectangular hollow section 50x30x2

(V Round 1616 Q) Tube ledger connection© Wedge 6mm@ Marking


ALFIX MODUL MULTI

Locking device for base jack

M710-B143

DIN EN 10219-S235JRH DIN EN 10219-S355J2H DIN EN 10025-S235JR see Annex B, page 4 see Annex B, page 3

06.2018

Annex B, page 24




t· A

·11

G) U-ledger connection(V U-profile 48x52x2.5@Wedge 6mm© Marking

B

1 1 1 1 1 15 1

lo ...i-

' 1

1 1 1 1 1 1 1 1

see Annex B, page 5 DIN EN 10025-S235JR see Annex B, page 3

t· A

0 l'0

galvanised; all welding seams a=3mm see Annex B, page 5

ALFIX MODUL MULTI

U-transom 0.45 m; 0.73 m

M710-B115

48

·11

N LO

B 0 LO ...i-

07.2018

1 1 1 1 15

1

Annex B, page 32




L() N

A-1-+-.

-,·

-- +--

-

-

B

. --

-·-·-·-·-·-

0 l'0

0 l'0

0 l'0

0 l'0

0 l'0

0 l'0

0 l'0

G) U-ledger connection� U-profile 48x52x2.5@ Steel sheet s=3mm© Wedge 6mm@ Marking

galvanised

ALFIX MODUL MULTI

0 N

0 N

0 N

L()

,-..:-0

L()

,-..:-0

0 N

0 N

0 N

U--transom 1.09m and

M710-B116

1

& 1

00 CO N

$

L() 0 CO N 0 l'0 N v O'l

00 CO N

15

0 v

see Annex B, page 5 see Annex B, page 32 see Annex B, page 27 see Annex B, page 3

1.40m, reinforced

1 0

1 v

A 1

B 1

fH-- · 0

CO

1l'0

t

0 CO

l'0

0 CO

l'0

O'l L() 00 v J_I") N 00 N -

O'l O'l 0 CO

0 CO

l'0

CO 0 15 l'0

0 v

CO

-·-·-·-·--·-·-·-·-

A-- B

N L()

L()

40

Annex B, page 33

07.2018




130

0 (0

�l----� - i �+tt-t-f-.J„c:..._ _ _:__ __ -1------1.

fl/� -- c.::,f ---- -i----------g ---'-----j-f------

J

0 ""<t-

15

CD U-profile 48x52x2.5 see Annex 8, page 32

00 -- 0

N f") N

® Circular hollow section (b33.7x2.6 DIN EN 10219-S235JRH ReH � 320N/mm2

@ Rectangular hollow section 60x30x2 DIN EN 10219-S235JRH © U-ledger connection see Annex 8, page 5 @ Wedge 6mm see Annex 8, page 3 ® Weid area (J) Marking

galvanised; all welding seams a=2.5 mm; all V-seams a=3 mm

ALFIX MODUL MULTI

U 2-deck bearer 1.57 m

M710-B152

N

07.2018

6

N L{)

Annex 8, page 34




G) U-profile 48x52x2.5

�r-·-·: 1

1

1

1

1

(2) Circular hollow section (1)33.7x2.6

@ Rectangular hollow section 60x30x2© U-ledger connection

® Wedge 6mm

® Marking

130

see Annex B, page 32

DIN EN 10219-S235JRH DIN EN 10219-S235JRH

see Annex B, page 5

see Annex B, page 3

15

N t') N

ReH � 320N/mm2

galvanised; all welding seams a=2.5 mm; all V-seams a=3 mm Sections see Annex B, page 34

ALFIX MODUL MULTI


M710-B153 07.2018

Annex B,

page 35




130

G) U-profile 48x52x2.5(2) Circular hollow section (1)33.7x2.6@ Rectangular hollow section 60x30x2© U-ledger connection

® Wedge 6mm® Marking

0 CD

0 CD

N I"") r---CD Ir) I"") N N

g-----'-

DIN EN 10219-S235JRH see Annex B, page 5 see Annex B, page 3

galvanised; all welding seams a=2.5 mm; all V-seams a=3 mm

ALFIX MODUL MULTI


M710-B154

15

CO 0

N

N I"") N

ReH � 320N/mm2

Sections see Annex B, page 34

07.2018

Annex B, page 36




l'0 N 0) N

1

1

1

1

1

1

l

I --1

TJ,C r

----fo

0 tO

tO � v

0 tO

L{) 0 v

0 tO

L()

L{) 0 v

0 tO

tO � v

0 tO

tO

v

0 l'0

l'0 N tO r--. CO 0 N l'0

G) U-profile 48x52x2.5 see Annex B, page 32

15

--

--

- ! -

]�

CO 0 tO N

N l'0 N

(2) Circular hollow section (1)33.7x2.6 DIN EN 10219-S235JRH ReH � 320N/mm2

@ Rectangular hollow section 60x30x2 DIN EN 10219-S235JRH© U-ledger connection see Annex B, page 5

® Wedge 6mm see Annex B, page 3

® Marking

galvanised; all welding seams a=2.5 mm; all V-seams a=3 mm Sections see Annex B, page 34

ALFIX MODUL MULTI


M710-B155 07.2018

Annex B,

page 37




CO CO 0

G) U-profile 48x52x2.5� Steel plate 50x5

2

@ Bended profile section 40x13x5x6.5© Wedge 6mm@ Marking

r- """'\

..11 j l'-1 - 1

-�-1 . 1

00

0 O"l

see Annex B, page 32 DIN EN 10025-S235JR DIN EN 10025-S235JR see Annex B, page 3

galvanised; all welding seams a=3 mm

ALFIX MODUL MULTI

Board bearer

M710-B149

15

1

�

-.;tN (0

........_ CO (0

59

85 1 1

07.2018

1

,- -:- � ..11 1 l'-1 · 11 1 1

,-. .... - · M+H · -

1 - 1

� 1 1 1

40

Annex B, page 43




A-B

2

E9

4

30 30

t 30 30

LO

LO c.o

LO 00 LO N OO O') O') 0

LO c.o

LO

G) Circular hollow section (648.3x3.2 DIN EN 10219-S235JRH ReH � 320N/mm2

(V Fiat 80x10 DIN EN 10025-S235JR

@ Steel sheet s=3mm see Annex B, page 27

© Marking

galvanised; all welding seams a=3 mm

ALFIX MODUL MULTI

Lattice girder transom with tube fixture 0.73 m / 1.09 m V

M710-B139 06.2018

Ed fi j

II 1II 1

i II II i 1 II II 1

1 II II 1

III II 1

1

Annex B,

page 45




�□'

604

1�

555

i;;;i 1::1

520

301 45

0 r---

N I"")

C II

1· CO 0 -.:1-X

-.:1-

..........-.:1-N N

II CO 0 -.:1-X

I"")

583 470

70

555

D 1 1 1-·i �--- ----------------�--- -----------------, 1 © 1 1 1

70

1

0

r---..!,.._---!16--.;f;....----ilFi----=t===�r--ll!

30 583

30

45 30

0 N

II")

O') II") O')

.......... II")

O') 0 r---

II")

O') LO O')

.......... II")

O') 0 r---

l0Y

,-1))-

1

4 I�

O') -.:1- O') N II") O') O') r---

O') O') O') 0 � � � N .......... .......... .......... .......... O') -.:1- O') N II") O') O') r---

-.:1- -.:1- -.:1- II") � � � �

G) Plywood 1 0x555� Rail profile 78x42

Plywood for scaffolding with national technical approval DIN EN 755-2 EN AW-6063-T66

@ Rectangular hollow section© Grain direction@ Marking

40x15x2 DIN EN 755-2 EN AW-6063-T66

131-MIG: Type 4 filler material (EC9)

all welding seams a=2 mm for sectional drawings and details see Annex B, page 53 Load class 3

ALFIX MODUL MULTI

Aluminium frame platform with tube fixture 1.57 m, 2.07 m

M710-B117 11.2016

Annex B, page 51




0 "

' 0 -.;j-0 N II

00 0 -.;jx

L()

301

45

1 1 1 1

604 555

520 583 470

555

r--------------------

L---------------------J 1 1 1 1 1 1 1 1

©

70

583

2

30

45 30

0 N

L()

N

O'>

' L()

N

O'>

�

L()

00 c.o O'>

' L()

c.o L() "

�

(W

,� 1

1 1 1

1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1

1 1 1 1

1 1 1 1 1 1

II '@

O'> -.;j- O'> N L() O'> O'> " O'> O'> O'> 0 N N N I'<")

' ' ' ' O'> -.;j- O'> N L() O'> O'> " -.;j- -.;j- -.;j- L() N N N N

G) Plywood 1 0x555� Rail profile 78x42

Plywood for scaffolding with national technical approval DIN EN 755-2 EN AW-6063-T66

@ Rectangular hollow section 40x15x2© Grain direction@ Marking

DIN EN 755-2 EN AW-6063-T66

131-MIG: Type 4 filler material (EC9)all welding seams a=2 mm for sectional drawings and details see Annex B, page 53 Load class 3

ALFIX MODUL MULTI

Aluminium frame platform with tube fixture 2.57 m, 3.07 m

M710-B118 11.2016

Annex B, page 52




"<t-1.{) QI.{) c.o 1.()

0 I"")

0 I"") 0 N CX) r---

1.{) 1.() v

162.5

200 756

3 750

□

40 40 -t--i--- ----

710

3072

3

968.5 2959

2038

4x408=1632 0 I"")

70

G) Plywood 1 Ox545 Plywood for scaffolding with national technical approval (V Plywood 1 Ox555 Plywood for scaffolding with national technical approval G) Plywood 1 Ox555 Plywood for scaffolding with national technical approval G) Rail profile 78x42 DIN EN 755-2 EN AW-6063-T66 @ Rectangular hollow section 40x15x2 DIN EN 755-2 EN AW-6063-T66 @ Circular hollow section 015x2 DIN EN 10219-S235JRH (J) Disc 017 DIN EN ISO 7089-steel-galvanised @ Split pin 04x25 DIN EN ISO 1234-steel-galvanised ® Spacer sleeve circular hollow section (1}20x2 PEHD @ Hinge with lever mechanism to prevent unintentional closing ([j) Ladder see Annex B, page 60 @ Blind rivet 05x20 DIN EN ISO 15979 EN AW-5754 H 112 @ Blind rivet 04.8x10 DIN EN ISO 15979 EN AW-5754 H 112 @ Blind rivet 04.8x16 DIN EN ISO 15979 EN AW-5754 H 112 @ Ladder bracket @ Grain direction @ Marking 131-MIG: Type 4 filler material (EC9)

for details see Annex B, pages 53 and 56

ALFIX MODUL MULTI

Aluminium access deck with tube fixture 3.07 m

M710-B120 11.2016

Load class 3

Annex B, page 54

Detailed information

available at DIBt



"<t-1.{) QI.{) c.o 1.()

0 I"")

0 I"") 0 N CX) r---

1.{) 1.() v

162.5

200 756

3 750

□

40 40 -t--i--- ----

710

2572

3

756.5 2459

1538

3x408=1632 0 I"")

70

G) Plywood 1 Ox545 Plywood for scaffolding with national technical approval (V Plywood 1 Ox555 Plywood for scaffolding with national technical approval G) Plywood 1 Ox555 Plywood for scaffolding with national technical approval G) Rail profile 78x42 DIN EN 755-2 EN AW-6063-T66 @ Rectangular hollow section 40x15x2 DIN EN 755-2 EN AW-6063-T66 @ Circular hollow section 015x2 DIN EN 10219-S235JRH (J) Disc 017 DIN EN ISO 7089-steel-galvanised @ Split pin 04x25 DIN EN ISO 1234-steel-galvanised ® Spacer sleeve circular hollow section (1}20x2 PEHD @ Hinge with lever mechanism to prevent unintentional closing DIN EN 10025-S235JR-electrogalvanized ([j) Ladder see Annex B, page 60 @ Blind rivet 05x20 DIN EN ISO 15979 EN AW-5754 H 112 @ Blind rivet 04.8x10 DIN EN ISO 15979 EN AW-5754 H 112 @ Blind rivet 04.8x16 DIN EN ISO 15979 EN AW-5754 H 112 @ Ladder bracket DIN EN 10025-S235JR-electrogalvanized @ Grain direction @ Marking 131-MIG: Type 4 filler material (EC9)

for details see Annex B, pages 53 and 56 Load class 3

ALFIX MODUL MULTI

Aluminium access deck with tube fixture 2.57 m

M710-B121 11.2016

Annex B, page 55


available at DIBt



"<t-1.{) QI.{) c.o 1.()

0 I"")

0 I"") 0 N CX) r---

1.{) 1.() v

162.5

G) Plywood 1 Ox545� Plywood 1 Ox555@ Plywood 1 Ox555© Rail profile 78x42

1572/ 2072/ 2572/ 3072

200 756

3 750

40 40 -t--t-- --t--f-

1538

3

40

710 -/ -/ 756.5/ 968.5 1459/ 1959/ 2459/ 2959

-/ 2/ 3/ 4x408

Plywood for scaffolding with national technical approval Plywood for scaffolding with national technical approval Plywood for scaffolding with national technical approval DIN EN 755-2 EN AW-6063-T66

@ Rectangular hollow section 40x15x2 DIN EN 755-2 EN AW-6063-T66 @ Not applicable (J) Not applicable @ Not applicable ® Not applicable

0 I") r---

CX)

v 1.()

0 I"")

70

@ Hinge with lever mechanism to prevent unintentional closing DIN EN 10025-S235JR-electrogalvanized @ Not applicable @ Blind rivet 9l5x20 @ Blind rivet 9l4.8x10 @ Blind rivet 9l4.8x16 ® Not applicable @ Grain direction

DIN EN ISO 15979 EN AW-5754 H112 DIN EN ISO 15979 EN AW-5754 H112 DIN EN ISO 15979 EN AW-5754 H112

@ Not applicable for 1.57 m and 2.07 m @ Marking 131-MIG: Type 4 filler material (EC9)

for details see Annex B, pages 53 and 56 Load class 3

ALFIX MODUL MULTI

Aluminium access deck with tube fixture 1.57 m-3.07 m, without ladder

M716-B215 11.2016

Annex B, page 57


available at DIBt



2572/ 3072

200 756 1538/ 1983

3 750 3

□

40 40 40 -t--t-- --t--i-

162.5 71 O 756.5/ 968.5

2459/ 2959

"<t-1.{) QI.{) c.o 1.()

0 I"")

0 I"") 0 N CX) r---

1.{) 1.() v

G) Chequer plate with 5 bar pattern (Quintet) t=3/ 4.5alternatively:

(l) Chequer plate with 5 bar pattern (Quintet) t=3/ 4.5 alternatively:

@ Rail profile 78x42 © Rectangular hollow section 40x15x2 @ Circular hollow section (1115x2 @ Disc (1117 (j) Split pin (114x25 @ Spacer sleeve circular hollow section (1120x2 ® Hinge with lever mechanism to prevent unintentional ® Ladder @ Blind rivet (115x12 @ Blind rivet (114.8x10 @ Blind rivet (114.8x16

0 I"")

3/ 4x408=1632 70

DIN EN 1386 EN AW-5083 H 114 DIN EN 1386 EN AW-5083 H224 DIN EN 1386 EN AW-5083 DIN EN 1386 EN AW-5083 DIN EN 755-2 EN AW-6063-T66 DIN EN 755-2 EN AW-6063-T66 DIN EN 10219-S235JRH DIN EN ISO 7089-St-vz DIN EN ISO 1234-St-vz PEHD

closing DIN EN 10025-S235JR-electrogalvanized see Annex B, page 60 DIN EN ISO 15979 EN AW-5754 H 112 DIN EN ISO 15979 EN AW-5754 H 112 DIN EN ISO 15979 EN AW-5754 H 112

Q} Ladder bracket® Marking

DIN EN 10025-S235JR-electrogalvanized 131-MIG: Type 4 filler material (EC9)

for sectional drawings and details see Annex B, page 59

ALFIX MODUL MULTI

Aluminium access deck with tube fixture 2.57 m; 3.07 m, aluminium treadplate decking

M716-B216 11.2016

Load class 3

Annex B, page 58


available at DIBt



53

(0

f") L{) � N

20.5

(0

"

47.5

N

27

188.5

112 345

25

ll 1613

! ! !

;

: � 11 ; ; ;

11.6

320

300 188.5 "A" 188.5 300

0/269/595/816/1030/1030/1530/2030/2530

Bay lenath [mm]

500 732

1088 1286 1400 1572 2072 2572 3072 4144

188.5 345

Number of loaos

[left/ right] 1/-1 /1 1 /1 1 /1 1 /1 1 /1 2/2 2/2 3/3 3/3

14

Dirnen-sion"A"

[mm] -

36 392 590 704 876 686

1186 1086 2203

500/732/1088/1286/1400/1572/2072/2572/3072/4144

G) Steel plate 1.5mmalternatively:

� Steel plate 2mm @ Steel plate 30x8 © Angle 45x45x5 ® Fiat 20x5 @ Blind rivet !64.8x16 (J) Marking

DIN EN 10111-DD11 (DD12) DIN EN 10025-2 S235JR

DIN EN 10111-DD11 DIN EN 10025-S355J2 DIN EN 10025-S235JR

ReH�80N/mm2 Rm�60N/mm2

R eH �80N/mm2 Rm�60N/mm2

R eH �40N/mm2 Rm�60N/mm2

alternatively: DIN EN 10149-S355MC

DIN EN 10025-S235JR hot-dip galvanised DIN EN ISO 15979-aluminium/steel


ALFIX MODUL MULTI

Load class

6 6 6 6 6 6 6 5 4 3


M710-B123

Annex B, page 61

04.2017




62.5/57.5

53

20.5

(0

"

N

27

188.5

112 345

25

1613

ll ! ! !

300/340

300 188.5 "A" 188.5 300

0/269/595/1030/1030/1530/2030/2530

Bay lenath [mm]

500 732

1088 1400 1572 2072 2572 3072 4144

188.5 345

Number of loaos

[left/ right] 1/-1 /1 1 /1 1 /1 1 /1 2/2 2/2 3/3 3/3

14

Dirnen-sion"A"

[mm] -

36 392 704 876 686

1186 1086 2203

500/732/1088/1400/1572/2072/2572/3072/4144


� Steel plate 2mm @ Steel plate 30x8 © Angle 45x45x5 ® Fiat 20x5 @ Blind rivet (64.8x16 (J) Marking

DIN EN 10111-DD11 (DD12) DIN EN 10025-2 S235JR

DIN EN 10111-DD11 DIN EN 10025-S355J2 DIN EN 10025-S235JR




alternatively: DIN EN 10149-S355MC

DIN EN 10025-S235JR hot-dip galvanised DIN EN ISO 15979-aluminium/steel


ALFIX MODUL MULTI

Load class

6 6 6 6 6 6 5 4 3

Steel deck AF with tube fixture 0.30 m, 0.34 m

M711-B206

Annex B, page 62

04.2017




42.5/57.5 20.5

c.o r---

25

------=::;-

1 .1111.6 1

27 NI

160/190

Boy lenath [mm]

500 732

1088 1400 1572 2072 2572 3072 4144

Number Dirnen-of loaos sion"A"

[left/ right] [mm]1/- -

1 /1 61 1 /1 417 1 /1 729 1 /1 901 2/2 711 2/2 1211 3/3 1111 3/3 2228

for b=0.19m 500/732/1088/1400/1572/2072/2572/3072/ 4144

for b=0.16m 500/732/1088/1400/1572/2072/2572/3072

0

ON I")

0 I")

112 L()

N

188.5

345


� U-profile 45x20x2

300

alternatively: steel sheet 2 G) Steel plate 30x8© Fiat 20x5® Blind rivet (64.8x16® Marking

188.5 "A" 188,5 300 345

L()

N

L()

2 3x10 0 I")

DIN EN 10111-DD11 (DD12) ReH�80N/mm2 Rm�60N/mm2

DIN EN 10025-2 S235JR ReH�80N/mm2 Rm�60N/mm2

DIN EN 10025-2 S235JR DIN EN 10111-DD11 DIN EN 10025-S355J2 alternatively: DIN EN 10149-S355MC DIN EN 10025-S235JR hot-dip galvanised DIN EN ISO 15979-aluminium/steel


ALFIX MODUL MULTI

Load class

6 6 6 6 6 6 5 4 3

lntermediate deck AF with tube fixture 0.16 m, 0.19 m

M710-B131

Annex B, poge 63

04.2017




20/20/30 50/50/53

20/20/30 20/20/30

G) Steel plate 2mm DIN EN 10025-S235JR

i i i i

N r---0 r"")

........_ N r--LO N

........_ N r---0 N

........_ N r--LO

alternatively: DIN EN 10111-0D11 ReH�240N/mm2 Rm�60N/mm2

alternatively steel plate 1.5mm DIN EN 10025-S235JR

(V U-profile 40x20x3 @ Steel plate 20x8/ 30x8 © Fiat 20x5 ® Blind rivet 4.8x16 ® Marking

DIN EN 10111-0D11 ReH�40N/mm2 Rm�60N/mm2

DIN EN 10025-S235JR DIN EN 10025-S235JR alternatively: DIN EN 10149-S355MC DIN EN 10025-S235JR hot-dip galvanised DIN EN ISO 15979-AI/St Manufacturer's logo-AF XX- year of manufacture


ALFIX MODUL MULTI

lntermediate deck with tube fixture

M710-B124 11.2016

Annex B, page 65




v 0 tO

G) Plywood 1 0x555(V Rail profile 78x42

Ar· I'<") CO I.{")

40

@ Rectangular hollow section 40x15x2

1530/2030

1500/2000

1-------- ------,

1 1 I · 1 1111 1

0 1. 1111 1.1 111

1 1 I · 1

------

3x408/4x408

40 697

Plywood for scaffolding with national technical approval DIN EN 755-2 EN AW-6063-T66 DIN EN 755-2 EN AW-6063-T66

1 1 1 1 1 1 1 1 1 1

@ Grip profile; bridging deck thickness 2mm DIN EN 755-2 EN AW-6063-T66 @ Grain direction @ Marking

ALFIX MODUL MULTI


for details see Annex B, page 68

Aluminium frame platform 1.57 m; 2.07 m, film-coated plywood decking

M709-B160 11.2016

Load class 3

Annex B, page 66

40




2530/3030

2500/3000

--1 ------

v 0 tO

G) Plywood 1 0x555(V Rail profile 78x42

Ar· r<") 00 L()

40

1 7· 1B 1

1 1 1

745/=

@ Rectangular hollow section 40x15x2

1 1 1 1 1 1 11@) 1 1 1 1 1 1

------ -----

697

Plywood for scaffolding with national technical approval DIN EN 755-2 EN AW-6063-T66 DIN EN 755-2 EN AW-6063-T66

� 70

40

@ Grip profile; bridging deck thickness 2mm DIN EN 755-2 EN AW-6063-T66 @ Grain direction @ Marking

ALFIX MODUL MULTI


for details see Annex B, page 68

Aluminium frame platform 2.57 m; 3.07 m, film-coated plywood decking

M709-B161 11.2016

Load class 3

Annex B, page 67




Plywood for scaffolding with national technical approval


available at DIBt



732/ 1088

510.4/ 866.4

0 0 ...i-

0 L.()

N L.() I"")

/ 1 1 • 1

1 I j . 1 \1

"X" 1'1-1

0

G) Circular hollow section 9l48.3x2.7� Rectangular hollow section 40x20x2@ Steel sheet 1.5© Circular hollow section 9l28x2.5@ Hinge pin@ Spring(J) Split pin

1 .

1 11 1 .

11

0 0 L.()

1 1

-- --. ] . _, 1I\-

Tf� ..,-n

! i i! i i! i i 012.5

@ Connecting head U-ledger PLUS, new connector design® Wedge 6mm® Fiat 40x5(jJ) alternative design without connector @@ Marking

ALFIX MODUL MULTI

MODUL swing gate

M710-B151

0 L.()

0 L.() O")

"y"

DIN EN 10219-S235JRH ReH � 320N/mm2

DIN EN 10219-S235JRH DIN EN 10111-0D11 DIN EN 10305-3-E235+CR1

spring steel DIN EN ISO 1234-4x40-steel-galvanised see Annex B, page 139 see Annex B, page 3 DIN EN 10025-S235JR

07.2018

Annex B, page 102




1 1 1 1 1 1 1

1 1 1 1 • 1

. ..1.

1 ! 1

CD Circular hollow section (b38x3.6 (V Circular hollow section (b48.3x3.2 G) Halfcoupler, dass B© Bended profile section 40x12x5x7@ Wedge 6mm@ 4 point-joint pressed connections(J) Marking

galvanised

ALFIX MODUL MULTI

MODUL tube connector

M709-B140

with halfcoupler

0 tO

r--- 0 0 r---

with wedge

0 tO

1 1 1 1

1 :• 1-E9-1

1 1 • 1

1

-€9-1

4



DIN EN 74-2 DIN EN 10025-S235JR see Annex B, page 3 alternatively: 2 spot-weld 12

11.2016

Annex B, page 124




G)

1

_____ 1 ___ --- --+--+'-T-, C _____ I ___ _-__ _

1

c·----1 ___ -------·1-·--

1

G) Parallel, fixed wedge-head coupler(2) Right angle, fixed wedge-head coupler@ Tube ledger connection© Wedge 6mm@ Halfcoupler, class B@ Marking

galvanised

ALFIX MODUL MULTI

Wedge-head coupler, fixed

M710-B150

4

111

4 111

see Annex B, page 4 see Annex B, page 3 DIN EN 74-2

5

06.2018

Annex B, page 125




��

(0 N (0 � (0 r---

2.5

B-B

48

1

40

A-A

48

0.5

1 A · A·-·1-·

��

N L()

L()

N

0 <X)

� <X)

N <X) 0

L()

L()

2.5

G) U-profile 48x52x2.5 DIN EN 10025-S235JR alternatively with 1.09m U-profile 48x52x2.5 without Q) DIN EN 10149-2-S460MC

(1) Halfcoupler, class B DIN EN 74-2

Q) Steel sheet 3 DIN EN 10025-S235JR © Marking

galvanised

ALFIX MODUL MUL Tl

Transom 0.73 m; 1.09 m in accordance with Z-8.1-862

A713-A154_AMU 07.2018

1

� 1

1 1 1

Annex B, page 127




·---1---·

14

41

G) D = logo / marking of foundry company� XX = calendar week and

46

@ YY = year of manufacture (example 4016=CW40/2016)© IF = manufacturer's logo ALFIX@ 03 0002 = drawing number

0

2.5

II . .

II

II

II

_j_\

. ..-_!_-.,

47.8

@ Cast steel Filler material in accordance with documents filed at DIBt(J) Circular hollow section 28x2.5 Filler material in accordance with documents filed at DIBt@ Weid area

only for use in connection with components of Annex B, pages 102 and 122

ALFIX MODUL MULTI

Connecting head U-ledger PLUS, new connector design

M716-B219 08.2018

Annex B, page 139




G) Steel sheet t=Bmm(1) Wing nut

0 0 0

0 lO N -........

-L...j-L---�--_J-j-J-

1

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100

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160

A A

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DIN EN 10025-S235JR EN 1562-EN GJMW-400-S EN 1562-EN-GJMB-450-6 EN 1563-EN-GJS-400-15 EN 10293-GE240+N EN 1562-EN-GJMW-360-12 EN 10025-S235JR

Q) Thread rolled onto circular hollow section 1638x4.5 DIN EN 10219-S235JRH© with notch to limit thread@ Marking

galvanised

ALFIX MODUL MULTI

1638 1634 1627

1626.3

AB head jack "U"

M717-B221 03.2017

"X"

A-A

31

Annex B, page 140




C.1 General InstructionsIn its standard assembly configuration, the scaffolding system may be used as working scaffolding of load classes ≤ 3 with a system width b = 0.732 m and bay widths ℓ ≤ 3.07 m in accordance with DIN EN 12811-1:2004-03 and, taking into account the regulations of Section C.2, as a roof fall arrest and brick guard scaffold. The topmost horizontal level (scaffolding level) must not exceed 24 m above ground level, not including the spindle extension length. The standard assembly configuration of the scaffolding system is designed for use on a scaffold level in accordance with DIN EN 12811-1:2004-03, Section 6.2.9.2 in front of a "partially open" façade with an open proportion of 60%, and in front of closed façades. When determining the wind load, a service life factor of χ = 0.7, assuming a maximum service life of 2 years, has been taken into account. Cladding of the scaffolding with tarpaulins is not verified in the standard assembly configuration. Cladding of the scaffolding with nets is only verified in the standard assembly configuration for configurations in front of closed façades. The structural proofs for covered scaffolds apply to cladding with nets with an aerodynamic force coefficients of the entire structure (net + scaffolding) of no greater than cf⊥, total = 0.6. Without any further structural proof, the standard assembly configuration shall only be used if the loads the bays will carry do not exceed the respective live loads in accordance with DIN EN 12811-1:2004-03, Table 3.

For the standard assembly version of the "ALFIX MODUL MULTI" scaffolding system, the following designation in accordance with DIN EN 12810-1:2004-03 shall be used:

Table C.4 contains an overview of the assembly variants of the standard assembly configuration.

C.2 Roof Fall Arrest and Brick Guard ScaffoldIn its standard assembly configuration the scaffolding system may be used as a roof fall arrest and brick guard scaffold with a top fall arresting layer of class FL 1 and as a roof fall arrest with protective walls of class SWD 1 according to DIN 4420-1:2004-03. Access decks must not be fitted into brackets. The protective wall must be implemented in accordance with Annex D, page 7. Protection nets must be designed in accordance with DIN EN 1263-1:2015-03 with a mesh size of no more than 100 mm.

C.3 ComponentsThe components intended for use are listed in Table C.1. In addition to these components, steel tubes with ø 48.3 x 3.2 mm and couplers, and for the connection of the wall ties and V-type anchors to the standards standard couplers in accordance with DIN EN 12811-1:2004-03 may also be used to erect the protective wall and to provide horizontal bracing of the bridging girder.

C.4 Bracing

Provide horizontal bracing by continuously installing tube ledgers 0.73 m at vertical intervals of 2 m, each in conjunction with

1 aluminium frame platform with tube fixture acc. to Annex B, page 51 or 52 or 2 steel decks with tube fixture acc. to Annex B, page 64 or 2 steel decks AF with tube fixture acc. to Annex B, page 61

or ALFIX MODUL MULTI

Annex C, page 1 Standard assembly version – General Instructions

Scaffold EN 12810 – 3D – SW06/307 – H2 – A – LA

National Technical Approval/General Construction Technique PermitNo. Z-8.22-906 | 17 August 2018 [Seal Deutsches Institut für Bautechnik]


U-ledger 0.73 m and respectively

1 aluminium frame platform, film-coated plywood decking acc. to Annex B, page 66 or 67 or 1 aluminium deck with plywood acc. to Annex B, pages 72, 73, 78 or 79 or 2 steel decks acc. to Annex B, page 85 or 2 steel decks AF acc. to Annex B, page 84 or 2 aluminium decks, lightweight acc. to Annex B, page 90

Either install aluminium access frame platforms with tube fixture (when using tube ledgers) or aluminium frame platforms with internal access (when using U-ledgers) or aluminium access decks with ladder instead of the boards and decks in case of ladder accesses. Install lift-off preventers to avoid accidental lift-off of the boards, decks and access decks. Install tube ledgers as handrails (1 m above deck surface) continuously in each scaffold bay to provide bracing of the outer vertical level. Install base collars directly above the scaffolding base jacks, connecting them by means of longitudinal ledgers on the inner and outer plane parallel to the façade and by means of transoms at a right angle to the façade.

C.5 AnchoringAnchoring must be provided by means of wall ties in accordance with Annex B, page 120. Wall ties must be fastened as pairs of anchors at an angle of 90° (V-anchor) or as "short" wall ties only to the inner vertical frame standard by means of standard couplers. The node points, which are anchored by means of V-anchors, must be joined to the neighbouring row of standards using tube ledgers (longitudinal ledgers) on the inner plane parallel to the façade in accordance with the respective assembly configuration. V-anchors and wall ties must be attached in the immediate vicinity of the node points formed by standards and transoms. The fastening devices to be positioned at the front of the building in order to resist the anchor forces must be designed to meet at least the requirements given in Table C.2 (γF = 1.0). Each row of standards must be anchored at vertical intervals of 8 m. The anchoring points of neighbouring vertical frames must be arranged with a vertical offset of half the spacing. Rows of standards at the edge of a scaffolding must be anchored at a vertical interval of 4 m. Every row of standards must be anchored on the top and second scaffolding level.

C.6 Foundation loads

Depending on the assembly variant, the foundation loads listed in Table C.3 must be resisted and transferred in the supporting surface. The foundation loads are stated as characteristic values. For the proof of the transfer of the foundation loads in the supporting surface, the values stated are to be multiplied by the partial safety factor γF = 1.5.

C.7 BridgingThe bridging girders may be used to bridge bridging gate entrances or similar openings at a height of 4 m when the scaffolding levels underneath the bridging part are omitted. Bridging girders must be anchored in the region where they are supported and in the centre, and must also be reinforced by a horizontal scaffold tube/coupler bracing unit or by using additional anchorage (cf. Annex D, pages 3, 4 and 8).

C.8 Ladder accessWhen using tube ledgers, aluminium access frame platforms with tube fixture and when using U-ledgers, aluminium frame platforms with internal access or aluminium access decks with ladder must be installed for an internal ladder access.

ALFIX MODUL MULTI Annex C, page 2 Standard assembly version – General Instructions



C.9 Widening bracket

Brackets 0.39 m may be used on the inner face of the scaffolding on all scaffolding levels.

Table C.1: Components of the standard assembly configuration

Designation Annex B, page Base collar 10 Standard with tube connector 200 11 Base jack 17 Base jack AB 18 Base jack AF, swivelling 19 Tube ledger 25 U-transom 0.45 m, 0.73 m 32 U-transom lattice girder 0.73 m / 1.09 m V 44 Lattice girder transom with tube fixture 0.73 m / 1.09 m V 45 MODUL lattice girder 6.14 m 46 MODUL lattice girder 4.14 m / 5.14 m 47 MODUL lattice girder 6.14 m, with tube connector 48 MODUL lattice girder 4.14 / 5.14 m, with tube connector 49 MODUL lift-off preventer 50 Aluminium frame platform with tube fixture 1.57 m, 2.07 m 51 Aluminium frame platform with tube fixture 2.57 m, 3.07 m 52 Aluminium access deck with tube fixture 3.07 m 54 Aluminium access deck with tube fixture 2.57 m 55 Internal ladder 60 Steel deck AF with tube fixture 0.32 m 61 Steel deck with tube fixture 64 Aluminium frame platform 1.57 m, 2.07 m, film-coated plywood decking 66

Aluminium frame platform 2.57 m, 3.07 m, film-coated plywood decking 67

Aluminium access deck with internal access 2.57 m, 3.07 m 69 Aluminium deck with plywood 2.57 m, 3.07 m 72 Aluminium deck with plywood 1.57 m, 2.07 m 73 Aluminium access deck 3.07 m, with ladder 75 Aluminium access deck 2.57 m, with ladder 76 Aluminium deck with plywood 3.07 m 78 Aluminium deck with plywood 1.57 m, 2.07 m, 2.57 m 79 Aluminium access deck 3.07 m with ladder 81 Aluminium access deck 2.57 m with ladder 82 Steel deck AF 0.32 m 84 Steel deck AF 85 Aluminium lightweight deck 0.60 m 90




Table C.1: (continued)

Table C.2: Characteristic anchor forces

Designation Annex B, page MODUL gap cover ℓ ≤ 3.07 m 94 MODUL gap cover with tube fixture ℓ ≤ 3.07 m 95 Gap cover ℓ ≤ 3.07 m 96 MODUL swing gate 0.73 m 102 Bracket 0.39 m, with tube fixture 103 MODUL bracket 0.39 m 104 MODUL toeboard 107 MODUL toeboard, aluminium 109 Toeboard, end toeboard AF 110 Toeboard, end toeboard 0.73 m 112 Aluminium toeboard, aluminium end toeboard AF 114 Aluminium toeboard, aluminium end toeboard 0.73 m 115 MODUL guard net system 116 MODUL double end guardrail 0.73 m 117 Storey ladder 2.00 x 0.40 m, steel 118 Storey ladder 2.00 x 0.40 m, aluminium 119 Anchor / wall tie 120 Wedge-head coupler, rotatable 122 MODUL tube connector, U-shaped 123 MODUL tube connector 124 Wedge-head coupler, fixed 125

Variant / fittings Annex D, page

Bay length

Partially open façade Closed façade GH DRH GH DRH

[m] A⊥ [kN]

AII [kN]

A⊥ [kN]

A⊥ [kN]

AII [kN]

A⊥ [kN]

without inner bracket 1, 3 3.07 3.6 2.4 2.4 1.2 2.4 2.4

2.57 3.0 2.4 2.4 1.0 2.4 2.4

with inner bracket 2, 4 3.07 3.6 3.0 3.0 1.2 3.0 3.0

2.57 3.0 3.0 3.0 1.0 3.0 3.0

(-) tension (+) pressure GH wall tie DRH V-anchor




Table C.3: Characteristic foundation loads

Standard force for Fittings Bay

length [m]

Structural height 24 m [kN]

16 m [kN]

8 m [kN]

Inner standard basic scaffolding

structure FIS

without inner brackets 3.07 7.9 6.3 4.8 2.57 6.6 5.3 4.0

with inner brackets 3.07 17.2 13.9 10.6 2.57 14.4 11.6 8.9

Outer standard basic scaffolding

structure FAS

with / without inner brackets 3.07 11.5 8.7 6.0 2.57 9.6 7.3 5.0

Secondary loads

protective wall 3.07 + 0.52.57 + 0.4

external access stairway 3.07 4.2 2.9 1.6 2.57 3.5 2.4 1.3

Outer upright access stairway FAS, T without fittings 3.07 10.6 9.3 8.1

2.57 8.9 7.8 6.8

Special configuration bridging FÜ all Inner standard 1.5 · FIS

Outer standard 1.5 · FAS

Table C.4: Assembly variants of the standard assembly configuration

Cladding Fittings without inner

brackets

with inner

brackets

unclad / in front of a partially open façade unclad / in front of a closed façade net-clad / in front of a closed façade

without supplementary

components Annex D, page 1

Annex D, page 2 with

protective wall with

bridging girder Annex D,

page 3 Annex D,

page 4




E.1 General InstructionsIn its standard assembly configuration, the scaffolding system may be used as working scaffolding of load classes ≤ 4 with a system width b = 1.09 m and a bay width ℓ ≤ 2.57 m in accordance with DIN EN 12811-1:2004-03 and, taking into account the regulations of Section E.2, as a roof fall arrest and brick guard scaffold. The topmost horizontal level (scaffolding level) must not exceed 24 m above ground level, not including the spindle extension length. The standard assembly configuration of the scaffolding system is designed for use on a scaffold level in accordance with DIN EN 12811-1:2004-03, Section 6.2.9.2 in front of a "partially open" façade with an open proportion of 60%, and in front of closed façades. When determining the wind load, a service life factor of χ = 0.7, assuming a maximum service life of 2 years, has been taken into account. Cladding of the scaffolding with tarpaulins is not verified in the standard assembly configuration. Cladding of the scaffolding with nets is only verified in the standard assembly configuration for configurations in front of closed façades. The standard assembly configuration for covered scaffolds applies to cladding with nets with an aerodynamic force coefficients of the entire structure (net + scaffolding) of no greater than c1⊥ = 0.6 and c1 = 0.2. Without any further structural proof, the standard assembly version shall only be used if the loads the bays will carry do not exceed the respective live loads in accordance with DIN EN 12811-1:2004-03, Table 3.

For the standard assembly version of the "ALFIX MODUL MULTI" scaffolding system, the following designation in accordance with DIN EN 12810-1:2004-03 shall be used:

Table E.4 contains an overview of the assembly variants of the standard assembly configuration.

E.2 Roof Fall Arrest and Brick Guard ScaffoldIn its standard assembly configuration the scaffolding system may be used as a roof fall arrest and brick guard scaffold with a top fall arresting layer of class FL 1 and as a roof fall arrest with protective walls of class SWD 1 according to DIN 4420-1:2004-03. Access decks must not be fitted into brackets. The protective wall must be implemented in accordance with Annex F, page 7. Protection nets must be designed in accordance with DIN EN 1263-1:2015-03 with a mesh size of no more than 100 mm.

E.3 ComponentsThe components intended for use are listed in Table E.1. In addition to these components, steel tubes with ø 48.3 x 3.2 mm and couplers, and for the connection of the wall ties and V-type anchors to the standards standard couplers in accordance with DIN EN 12811-1:2004-03 may also be used to erect the protective wall and to provide horizontal bracing of the bridging girder.

E.4 Bracing

Provide horizontal bracing by continuously installing tube ledgers 1.09 m at vertical intervals of 2 m, each in conjunction with

3 steel decks with tube fixture acc. to Annex B, page 64 or 3 steel decks AF with tube fixture acc. to Annex B, page 61

ALFIX MODUL MULTI Annex E,

page 1 Standard assembly version – General Instructions

Scaffold EN 12810 – 4D – SW09/257 – H2 – A – LA



or U-ledger 1.09 m and respectively 3 steel decks acc. to Annex B, page 85 or 3 steel decks AF acc. to Annex B, page 84

Steel decks and steel planks must be secured by means of lift-off preventers against unintentional lift-off. Use a continuous arrangement of tube ledgers in each scaffold bay and vertical diagonal braces as guardrails (1 m above deck level) and as intermediate side protection (0.5 m above deck level) in accordance with the assembly variant for bracing the outer vertical plane. Install base collars directly above the scaffolding base jacks, connecting them by means of longitudinal ledgers on the inner and outer plane parallel to the façade and by means of transoms at a right angle to the façade. Additionally, install diagonal cross brace up to the first scaffolding level in accordance with the assembly variant.

E.5 AnchorageAnchorage must be provided by means of wall ties in accordance with Annex B, page 120. Wall ties must be fastened as pairs of anchors at an angle of 90° (V-anchor) or as "short" wall ties only to the inner vertical frame standard by means of standard couplers. The node points, which are anchored by means of V-anchors, must be joined to the neighbouring row of standards using tube ledgers (longitudinal ledgers) on the inner plane parallel to the façade in accordance with the respective assembly configuration. V-anchors and wall ties must be attached in the immediate vicinity of the node points formed by standards and transoms. The fastening devices to be positioned at the front of the building in order to resist the anchor forces must be designed to meet at least the requirements given in Table E.2 (γF = 1.0). Each row of standards must be anchored at vertical intervals of 4 m. Every row of standards must be anchored on the top scaffolding level.

E.6 Foundation loadsDepending on the assembly variant, the foundation loads listed in Table E.3 must be resisted and transferred in the supporting surface. The foundation loads are stated as characteristic values. For the proof of the transfer of the foundation loads in the supporting surface, the values stated are to be multiplied by the partial safety factor γF = 1.5.

E.7 BridgingThe bridging girders may be used to bridge bridging gate entrances or similar openings at a height of 4 m when the scaffolding levels underneath the bridging part are omitted. Bridging girders must be anchored in the region where they are supported and in the centre, and must also be reinforced by a horizontal scaffold tube/coupler bracing unit or by using additional anchorage (cf. Annex F, pages 3 and 8).

E.8 External access stairwayInstall aluminium access decks with tube fixture when using tube ledgers or aluminium frame platforms with internal access or aluminium access decks with ladder when using U-ledgers for the external access stairway in load class 3. Provide bracing of the external access stairway at vertical intervals of 4 m by means of horizontal diagonal braces. The outer vertical planes are braced with tube ledgers as guardrail posts (1 m above deck level) and as intermediate side protection (0.5 m above deck level) continuously in each bay. Additionally, fit a longitudinal ledger on the outer face of the access stairway directly above the scaffold jacks (cf. Annex F, p. 4).

ALFIX MODUL MULTI Annex E, page 2 Standard assembly version – General Instructions



E.9 Widening bracket

Brackets 0.39 m may be used on the inner face of the scaffolding on all scaffolding levels.

Table E.1: Components of the standard assembly configuration

Designation Annex B, page Vertical diagonal braces 0.73 m – 2.57 m x 2.00 m 8 Horizontal diagonal braces 0.73 m – 2.57 m x 1.09 m 9 Base collar 10 Standard with tube connector 200 11 Base jack 17 Base jack AB 18 Base jack AF, swivelling 19 Tube ledger ℓ ≤ 2.57 m 25 Tube ledger 1.09 m, reinforced 27 U-transom 0.73 m 32 U-transom 1.09 m, reinforced 33 U-transom lattice girder 1.09 m V 44 Lattice girder transom with tube fixture 1.09 m V 45 MODUL lattice girder 4.14 m / 5.14 m 47 MODUL lattice girder 4.14 m / 5.174 m, with tube connector 49 MODUL lift-off preventer 0.73 m, 1.09 m 50 Aluminium access deck with tube fixture 2.57 m *) 54 Internal ladder *) 60 Steel deck AF with tube fixture 0.32 m ℓ ≤ 2.57 m 61 Steel deck with tube fixture ℓ ≤ 2.57 m 64 Aluminium access deck with internal access 2.57 m *) 69 Aluminium access deck with ladder 2.57 m *) 76 Aluminium access deck with ladder 2.57 m *) 82 Steel deck AF 0.32 m ℓ ≤ 2.57 m 84 Steel deck ℓ ≤ 2.57 m 85 MODUL gap cover 0.73 m, 1.09 m 94 MODUL gap cover with tube fixture 95 Gap cover ℓ ≤ 2.57 m 96 MODUL swing gate 102 Bracket 0.39 m, with tube fixture 103 MODUL bracket 0.39 m 104 MODUL toeboard ℓ ≤ 2.57 m 107 MODUL toeboard, aluminium ℓ ≤ 2.57 m 109 Toeboard ℓ ≤ 2.57 m, end toeboard AF 110 Toeboard ℓ ≤ 2.57 m, end toeboard 112 Aluminium toeboard ℓ ≤ 2.57 m, aluminium end toeboard AF 114 Aluminium toeboard ℓ ≤ 2.57 m, aluminium end toeboard 115 MODUL guard net system ℓ ≤ 2.57 m 116 MODUL double end guardrail 117




Table E.1: (continued)

Designation Annex B, page Storey ladder 2.00 x 0.40 m, steel 118 Storey ladder 2.00 x 0.40 m, aluminium 119 Anchor / wall tie 120 Wedge-head coupler, rotatable 122 MODUL tube connector, U-shaped 123 MODUL tube connector 124 Wedge-head coupler, fixed 125 Diagonal cross brace 134 *) only in conjunction with external access stairway (load class 3)

Table E.2: Characteristic anchor forces

Variant / fittings Annex F, page

Bay length

Partially open façade Closed façade GH DRH GH DRH

[m] A⊥ [kN]

AII [kN]

A⊥ [kN]

A⊥ [kN]

AII [kN]

A⊥ [kN]

without inner bracket 1 2.57 1.6 2.9 2.9 0.5 2.9 2.9

2.07 1.3 2.9 2.9 0.4 2.9 2.9

with inner bracket 2, 3 2.57 1.6 3.5 3.5 0.5 3.5 3.5

2.07 1.3 3.5 3.5 0.4 3.5 3.5

(-) tension (+) pressure GH wall tie DRH V-anchor




Table E.3: Characteristic foundation loads

Standard force for Fittings Bay

length [m]

Structural height 24 m [kN]

16 m [kN]

8 m [kN]

Inner standard basic scaffolding

structure FIS

without inner brackets 2.57 11.4 9.5 7.6 2.07 9.2 7.7 6.1

with inner brackets 2.57 21.3 17.9 14.5 2.07 17.2 14.4 11.7

Outer standard basic scaffolding

structure FAS

with / without inner brackets 2.57 14.8 11.9 9.0 2.07 11.9 9.6 7.2

Secondary loads

protective wall 2.57 + 0.52.07 + 0.4

external access stairway 2.57 3.5 2.4 1.3

Outer upright access stairway FAS, T without fittings 2.57 8.9 7.8 6.8

Special configuration bridging FÜ all Inner standard 1.5 · FIS

Outer standard 1.5 · FAS

Table E.4: Assembly variants of the standard assembly configuration

Cladding Fittings without inner

brackets

with inner

brackets

unclad / in front of a partially open façade unclad / in front of a closed façade net-clad / in front of a closed façade

without supplementary

components Annex F, page 1

Annex F, page 2 with

protective wall with

bridging girder --- Annex F, page 3

with external access stairway Annex F, page 4




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