Ringscaff Instructions

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Instructions for erection and use

Scafom International BV · Phone +31 495 497204 · Fax +31 495 430676 · Mail [email protected]

Modular scaffolding RINGSCAFF

3

Instructions for the erection and use of the RINGSCAFF

modular scaffolding system

(New design)

Modifications reserved

Edition: March 2008

These instructions for erection and use of the RINGSCAFF modular scaffolding system are based on the national technical approvals No. Z-8.22-869 and Z-8.22-901

issued by DIBt (German Institute for Civil Engineering).

1 General remarks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

2 Special provisions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72.1 General remarks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72.1.1 Scope of validity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72.1.2 Constructional regulations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72.1.3 Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72.1.4 Components . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72.2 Use . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 212.2.1 Erection and use of scaffolding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 212.2.2 Condition of the components . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 212.3 Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 212.3.1 General remarks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 212.3.2 Base . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 212.3.3 Height adjustment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 212.3.4 Tying . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 222.3.5 Guard rails . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 222.3.6 Stiffening . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 222.3.7 Decking . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 232.3.8 Identification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 232.3.9 Verification of stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 232.3.10 Standard design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 232.3.11 Divergence from standard designs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 232.3.12 Provisions for verification in individual cases . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24

3 Erection of RINGSCAFF modular scaffolding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 393.1 Levelling blocks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 403.2 Base jacks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 403.3 Lead-off adapters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 413.4 Transoms/Ledgers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 413.5 Standards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 423.6 Locking wedges . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 433.7 Diagonals . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 443.8 Guard rails . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 453.9 Decking . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45

4 Standard designs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 474.1 Free-standing single towers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .474.2 Free-standing single towers with extended base . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 484.3 Tied single towers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 504.4 Surface-oriented scaffolds . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 534 5 Facade scaffolds . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 54

5 Technical approvals . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 61

Table of contents



Preliminary advice concerning these instructions for erection and use of the standard designs of the RINGSCAFFscaffolding system:

In connection with the instructions for erection and use contained herein, please note in particular that scaffolds mayonly be erected, dismantled or converted by sufficiently qualified staff and under professional supervision. For the erection and use of scaffolding we refer to the provisions under the general regulations for occupational health andsafety. As part of the instructions for erection and use contained herein, we provide erectors and users with the prerequisites for complying with the regulations for occupational health and safety in individual cases on the basis ofour own accident hazard analyses. The technical details given in these instructions for erection and use, which are intended to assist erectors and users in complying with occupational health and safety regulations, do not constitutecompulsory specifications. Erectors and/or users must prepare their own accident hazard analyses and take all necessary steps to comply with occupational health and safety regulations according to their own best judgement. Here,the special conditions of each individual project must be taken into account. The basic requirement in all cases is strictadherence to the instructions for erection and use contained herein.

Besides this manual for erection and installation, the admission approval for the modular scaffolding systemhas to be considered.

To have any questions concerning these instructions answered and to obtain structural analysis verifications in cases ofdivergence from the standard designs, please contact:

IBS Engineering Bureau for ScaffoldingJoachim Specht, Civil Engineer

Unterm Ried 558579 Schalksmühle

GermanyTel. +49 23 55-40 08 67Fax. +49 23 55-40 08 69

E-mail: [email protected]

1 General



5

1.1 For the standard designs described hereunder, these instructions for erection and use release the erector ofscaffolds from the obligation to verify the suitability of the RINGSCAFF modular scaffolding system by sub-mitting separate structural analysis verifications. The scaffolding contractor who takes on the job of erecting ascaffold according to these instructions must ensure strict adherence to the instructions and properly super-vise the construction of the scaffold.

1.2 This manual is not a substitute for any permits that may be required in connection with construction projects.

1.3 This manual is to be made available to the construction supervisory authorities in the form of a transcript orPhotostat copy upon request.

1.4 Scaffolds are only to be erected by contractors who possess the necessary expert knowledge and experiencein this field, as well as appropriate equipment, and who employ suitably qualified specialists. Erection, con-version and dismantling of RINGSCAFF modular scaffolds may only be carried out under the supervision of aqualified professional and by sufficiently qualified personnel specially trained for such tasks, following specificinstructions concerning the project. Throughout all work on scaffolds, the provisions of the occupational healthand safety regulations must be strictly complied with. This manual provides instructions for assembly and dismantling. If the scaffolding system is used for scaffolds deviating from the designs described in this manu-al, the deviations must be measurable according to the technical construction regulations and the provisionsof general technical approvals under No. Z-8.22-869 or, if an original RINGSCAFF scaffold is combined withLayher Allround modular scaffolding, under No. Z-822-901, which must be verified in each individual case. Thescaffolding contractor must test each scaffold upon completion. Scaffolds and parts of scaffolds that are notyet completed must be barred, marked with a ”no admittance” sign and cordoned off effectively.

1.5 Each time this manual is used, a transcript or Photostat copy of this manual must be readily available on sitewhere the work is carried out.

1.6 This instruction manual has been compiled without prejudice to the rights of third parties.

1.7 For publication purposes, this manual may only be reproduced in full, including all appendices. Publication ofexcerpts is not permissible without prior approval from SCAFOM BV.

1.8 This manual has been compiled according to the current standard of technological knowledge.

1 General



2 Special provisions

2.1 General remarks

2.1.1 Scope of validity

The RINGSCAFF scaffolding system consists of prefabricated components as described in Chapter 2.1.4. Theinstructions for erection and use of scaffolding systems contained herein apply to work and safety scaffolds,scaffold towers and surface-oriented spatial scaffolds. This manual regulates the erection, use and dismant-ling of the above-mentioned scaffolds.

2.1.2 Constructional regulations

Unless stipulated otherwise below, the generally applicable technical construction regulations apply to the useof the scaffolding system and to the manufacture of its components.

2.1.3 Design

The RINGSCAFF modular scaffolding system is a scaffolding system consisting of prefabricated components.It includes individual bars (Standards, transoms/ledgers, vertical and horizontal diagonals with integrated connecting elements). The standards are equipped with welded dished flanges in intervals of 0.5 m. Ledgersor transoms, equipped with welded hooks at both ends, are inserted in the flanges and locked into position bywedges. Vertical and horizontal diagonals equipped with riveted, hinged hooks can also be fitted to the flangesby means of wedges. Non-system timber planks, system planks with locating spigots made of timber, steel andaluminium, or system planks with tubular bearers made of steel and aluminium are used to provide the decking.

2.1.4 Components

The components of this scaffolding system as specified hereunder must comply with the table below con-cerning design, shape and dimensions as well as material grades and identification.




7

Overview and description of the major components in RINGSCAFF modular scaffolding systems




1 Standard2 Lead-off adapter for standards3 Threaded base plate4 Ledger5 Reinforced ledger6 Double ledger7 Vertical diagonal8 Horizontal diagonal9 Intermediate ledger

10 Toe board11 Tie




9

Standard threaded base plateThe threaded base plate is used as foundation forthe whole scaffold. It compensates the unevennessof the ground. Height adjustment is effected bymeans of a winged screw.

Part No.: E02RS0005 Weight: 4.0 kgAdjustable up to: 0.45 m

For other dimensions see table

Standard lead-off adapterThe standard lead-off adapter provides the base forthe erection of the scaffold.

Part No.: E04RS0002Weight: 1.5 kg


StandardsThe standards are made from conventional scaffolding tubes and provide the vertical support for the scaffold.They are equipped with dished flanges in intervals of 500 mm, which serve as joining elements fortransoms/ledgers and diagonals. The standards are equipped with tube joints at the end for connection withfurther standards.

0.5 m standard 4 m standardPart No.: E04RS0005 E04RS0107 For other dimensionsWeight: 1.5 kg 1.9 kg see table




Transoms/ledgersThe ledgers are fastened to the dished flanges by driving in the wedges, and they serve to stabilize both the deckand the back rail.

0.73 m ledger 3.072 m ledgerPart No.: E04RS0011 E04RS0099 For other dimensionsWeight: 3.5 kg 11.7 kg see table

DiagonalsTwo different types of diagonals are used, one of which is fastened to the dished flange by means of wedges,while the other is connected to the standard by means of couplers. The diagonals are used to stiffen the scaffold.Please refer to the instructions on page 16.

1.088 m diagonal 3.072 m diagonalPart No.: E04RS0038 E04RS0102 For other dimensionsWeight: 7.5 kg 11.0 kg see table

BracketsBy means of a bracket fastened to the flange of thestandard, the scaffold can be widened and extended.Brackets to carry either one or two planks are available.

double-plank bracketPart No.: E04RS0015Weight: 6.7 kg





11

Interim ledgersto carry timber decking

1.088 m intermediate ledger 1.57 m intermediate ledgerPart No.: E04RS0039 E04RS0067 For other dimensionsWeight: 5.3 kg 7.2 kg see table

Ladder frames

2.27 m plank 3.072 m plankPart No. E04RS0467 E04RS0468Weight 21.0 kg 29.4 kg

Steel planksSteel planks are used as decking on RINGSCAFF modular scaffolds. This decking has a non-slip surface.

1.572 m steel plank 3.072 m steel plankPart No.: E04RS0063 E04RS0100 For other dimensionsWeight: 14.2 kg 24.5 kg see table




Toe boardThe toe board surrounds the sides of the decking level.

1.57 m toe board 3.072 m toe boardPart No.: E04RS0064 E04RS0101 For other dimensionsWeight: 5.5 kg 10.2 kg see table

Interior intermediate ledger with extension armTo extend the decking area towards the building in combination with a plank-carrying bracket.

1.088 m extension ledgerPart No. E04RS0155Weight 5.0 kg

Steel tube strutSteel tube struts serve to tie the scaffold to the building.

1.40 m steel tube struts 1.00 m steel tube strutsPart No.: 00372 00370Weight: 5.4 kg 4.0 kg




13

List of components

RINGSCAFF part list

Part No. Description Weight

E04RS0005 RINGSCAFF standard with tube joint 0.5 m, galvanised 3.0E04RS0030 RINGSCAFF standard with tube joint 1.0 m, galvanised 5.4E04RS0055 RINGSCAFF standard with tube joint 1.5 m, galvanised 7.7E04RS0071 RINGSCAFF standard with tube joint 2.0 m, galvanised 10.0E04RS0225 RINGSCAFF standard with tube joint 2.5 m, galvanised 12.4E04RS0096 RINGSCAFF standard with tube joint 3.0 m, galvanised 14.8E04RS0107 RINGSCAFF standard with tube joint 4.0 m, galvanised 19.3

E04RS0006 RINGSCAFF standard without tube joint 0.5 m, galvanised 2.2E04RS0031 RINGSCAFF standard without tube joint 1.0 m, galvanised 4.5E04RS0056 RINGSCAFF standard without tube joint 1.5 m, galvanised 6.8E04RS0072 RINGSCAFF standard without tube joint 2.0 m, galvanised 9.0E04RS0226 RINGSCAFF standard without tube joint 2.5 m, galvanised 11.3E04RS0097 RINGSCAFF standard without tube joint 3.0 m, galvanised 13.6E04RS0108 RINGSCAFF standard without tube joint 4.0 m, galvanised 18.3

E04RS0007 RINGSCAFF standard with screw-on tube joint 0.5 m, galvanised 3.0E04RS0032 RINGSCAFF standard with screw-on tube joint 1.0 m, galvanised 5.4E04RS0057 RINGSCAFF standard with screw-on tube joint 1.5 m, galvanised 7.7E04RS0073 RINGSCAFF standard with screw-on tube joint 2.0 m, galvanised 10.0E04RS0227 RINGSCAFF standard with screw-on tube joint 2.5 m, galvanised 12.4E04RS0098 RINGSCAFF standard with screw-on tube joint 3.0 m, galvanised 14.8E04RS0109 RINGSCAFF standard with screw-on tube joint 4.0 m, galvanised 19.3

E04RS0002 RINGSCAFF standard, lead-off adapter, galvanised 1.5E04RS0005 RINGSCAFF base jack 600, galvanised 4.0E02RS0002 RINGSCAFF base jack 780, galvanised 4.8E04RS0008 RINGSCAFF base jack, adjustable, galvanised 5.7E04RS0003 RINGSCAFF head jack 600, galvanised 5.6

E04RS0011 RINGSCAFF tube ledger 0.73 m/2'4", galvanised 3.5E04RS0110 RINGSCAFF tube ledger 0.75 m, galvanised 3.6E04RS0221 RINGSCAFF tube ledger 1.065 m, galvanised 4.1E04RS0033 RINGSCAFF tube ledger 1.09 m/3'6", galvanised 4.1E04RS0042 RINGSCAFF tube ledger 1.29 m, galvanised 4.9E04RS0047 RINGSCAFF tube ledger 1.40 m, galvanised 5.8E04RS0121 RINGSCAFF tube ledger 1.50 m, galvanised 5.7E04RS0058 RINGSCAFF tube ledger 1.57 m, galvanised 6.4E04RS0122 RINGSCAFF tube ledger 2.0 m, galvanised 7.6




List of components

RINGSCAFF part list


E04RS0074 RINGSCAFF tube ledger 2.07 m/6'10", galvanised 8.4E04RS0123 RINGSCAFF tube ledger 2.5 m, galvanised 9.5E04RS0086 RINGSCAFF tube ledger 2.57 m/8'6", galvanised 10.0E04RS0124 RINGSCAFF tube ledger 3.0 m, galvanised 11.4E04RS0099 RINGSCAFF tube ledger 3.7 m, galvanised 11.7

E04RS0228 RINGSCAFF ledger reinforced 1.09 m/3'6", galvanised 5.9E04RS0229 RINGSCAFF ledger reinforced 1.29 m/4'3", galvanised 7.1E04RS0226 RINGSCAFF ledger reinforced 1.5 m, galvanised 7.7E04RS0267 RINGSCAFF ledger reinforced 1.57 m, galvanised 8.1E04RS0230 RINGSCAFF ledger reinforced 2.57 m, galvanised 13.2

E04RS0231 RINGSCAFF double ledger 1.40 m, galvanised 9.1E04RS0144 RINGSCAFF double ledger 1.5 m, galvanised 9.6E04RS0232 RINGSCAFF double ledger 1.57 m, galvanised 10.1E04RS0145 RINGSCAFF double ledger 2.0 m, galvanised 12.3E04RS0233 RINGSCAFF double ledger 2.07 m, galvanised 12.7E04RS0268 RINGSCAFF double ledger 2.5 m, galvanised 15.4E04RS0234 RINGSCAFF double ledger 2.57 m, galvanised 15.8E04RS0269 RINGSCAFF double ledger 3.0 m, galvanised 18.0E04RS0235 RINGSCAFF double ledger 3.07 m, galvanised 18.4

E04RS0020 RINGSCAFF intermediate ledger 0.73 m/2'4", galvanised 3.6E04RS0249 RINGSCAFF intermediate ledger 1.065 m, galvanised 5.1E04RS0039 RINGSCAFF intermediate ledger 1.09 m/3'6", galvanised 5.3E04RS0053 RINGSCAFF intermediate ledger 1.40 m, galvanised 6.4E04RS0250 RINGSCAFF intermediate ledger 1.5 m, galvanised 7.1E04RS0067 RINGSCAFF intermediate ledger 1.57 m, galvanised 7.2E04RS0251 RINGSCAFF intermediate ledger 2.0 m, galvanised 8.1E04RS0202 RINGSCAFF intermediate ledger 2.07 m/6'10", galvanised 8.3E04RS0252 RINGSCAFF intermediate ledger 2.5 m, galvanised 10.0E04RS0236 RINGSCAFF intermediate ledger 2.57 m/8'6", galvanised 10.1E04RS0253 RINGSCAFF intermediate ledger 3.0 m, galvanised 12.0E04RS0237 RINGSCAFF intermediate ledger 3.07 m, galvanised 10.7

E04RS0017 RINGSCAFF diagonal 0.73 m/2'4” x 2.0 m, galvanised 7.2E04RS0220 RINGSCAFF diagonal 1.065 m x 2.0 m, galvanised 7.5E04RS0038 RINGSCAFF diagonal 1.09 m/3'6” x 2.0 m, galvanised 7.5




15

List of components

RINGSCAFF part list


E04RS0051 RINGSCAFF diagonal 1.40 x 2.0 m, galvanised 7.9E04RS0131 RINGSCAFF diagonal 1.50 x 2.0 m, galvanised 8.0E04RS0065 RINGSCAFF diagonal 1.57 m x 2.0 m galvanised 8.1E04RS0134 RINGSCAFF diagonal 2.0 x 2.0 m, galvanised 8.9E04RS0077 RINGSCAFF diagonal 2.07/6'10” x 2.0 m, galvanised 9.0E04RS0133 RINGSCAFF diagonal 2.50 x 2.0 m, galvanised 9.9E04RS0092 RINGSCAFF diagonal 2.57 m/8'6” x 2.0 m, galvanised 10.0E04RS0135 RINGSCAFF diagonal 3.0 x 2.0 m, galvanised 11.0E04RS0102 RINGSCAFF diagonal 3.07 x 2.0 m, galvanised 11.0

E04RS0016 RINGSCAFF toe board 0.73 m/2'4", Holz 2.8E04RS0245 RINGSCAFF toe board 1.065 m, timber 3.8E04RS0037 RINGSCAFF toe board 1.09 m/3'6", Holz 3.9E04RS0054 RINGSCAFF toe board 1.40 m, timber 4.9E04RS0255 RINGSCAFF toe board 1.50 m, timber 5.3E04RS0064 RINGSCAFF toe board 1.57 m, timber 5.5E04RS0256 RINGSCAFF toe board 2.0 m, timber 7.0E04RS0076 RINGSCAFF toe board 2.07 m, timber 7.0E04RS0257 RINGSCAFF toe board 2.50 m, timber 8.6E04RS0091 RINGSCAFF toe board 2.57 m, timber 8.7E04RS0258 RINGSCAFF toe board 3.0 m, timber 10.1E04RS0101 RINGSCAFF toe board 3.07 m, timber 10.2

E04RS0004 RINGSCAFF 1-plank bracket 0.42 m, galvanised 3.8E04RS0015 RINGSCAFF 2-plank bracket 0.73 m, galvanised 6.8

E04RS0021 RINGSCAFF steel decking W=315 mm, L=0.73 m, galvanised, with tubular bearings 8.0E04RS0271 RINGSCAFF steel decking W=315 mm, L=1.065 m, galvanised, with tubular bearings 10.2E04RS0040 RINGSCAFF steel decking W=315 mm, L=1.09 m, galvanised, with tubular bearings 10.4E04RS0237 RINGSCAFF steel decking W=315 mm, L=1.40 m, galvanised, with tubular bearings 12.2E04RS0275 RINGSCAFF steel decking W=315 mm, L=1.50 m, galvanised, with tubular bearings 13.0E04RS0063 RINGSCAFF steel decking W=315 mm, L=1.57 m, galvanised, with tubular bearings 13.6E04RS0277 RINGSCAFF steel decking W=315 mm, L=2.0 m, galvanised, with tubular bearings 16.6E04RS0075 RINGSCAFF steel decking W=315 mm, L=2.07 m, galvanised, with tubular bearings 17.2E04RS0280 RINGSCAFF steel decking W=315 mm, L=2.50 m, galvanised, with tubular bearings 19.9E04RS0090 RINGSCAFF steel decking W=315 mm, L=2.57 m, galvanised, with tubular bearings 20.5E04RS0282 RINGSCAFF steel decking W=315 mm, L=3.0 m, galvanised, with tubular bearings 23.2E04RS100 RINGSCAFF steel decking W=315 mm, L=3.07 m, galvanised, with tubular bearings 23.8




Various applications for SCAFOM/RUX system planks within different scaffold groups:

Please note: This table equally applies to RUX-SUPER decking and RUX-VARIANT decking with tubular bearings.

● = applicable ❨●❩ = proven for 6.00 kN/m2; not suitable for partial-surface load acc. to class 6-- = not applicable ●* = proven for 7.50 kN/m2; not suitable for partial-surface load acc. to class 6■ = drop-tested

Scaffold group acc.Decking Dimensions DIN EN 12810/12811 ff For safety and

in cm 1 2 3 4 5 6 roof safety barriers

Timber plank 150 x 29 x 4.8 ● ● ● ● ● ● ■

teethed/bonded 200 x 29 x 4.8 ● ● ● ● ● -- ■

250 x 29 x 4.8 ● ● ● ● -- -- ■

300 x 29 x 4.8 ● ● ● -- -- -- ■

Profile timber plank 250 x 29 x 6.3 ● ● ● ● ● ●* ■

300 x 29 x 6.3 ● ● ● ● -- -- ■

Aluminium plank 150 x 29 x 4.8 ● ● ● ● ● ● ■

200 x 29 x 4.8 ● ● ● ● ● ● ■

250 x 29 x 4.8 ● ● ● ● ● ● ■

300 x 29 x 4.8 ● ● ● ● ● -- ■

400 x 29 x 4.8 ● ● ● -- -- -- ■

Steel plank 150 x 29 x 7.0 ● ● ● ● ● ● ■

200 x 29 x 7.0 ● ● ● ● ● ● ■

250 x 29 x 7.0 ● ● ● ● ● ❨●❩ ■

300 x 29 x 7.0 ● ● ● ● -- -- ■

Aluminium hook-up plank 150 x 59 x 4.5 ● ● ● ● ● ● ■

200 x 59 x 4.5 ● ● ● ● ● ● ■

250 x 59 x 4.5 ● ● ● ● ● ❨●❩ ■

300 x 59 x 4.5 ● ● ● ● -- -- ■

400 x 59 x 4.5 ● ● ● -- -- -- ■

Steel ladder frame 250 x 59 x 5.2 ● ● ● ● -- -- ■

300 x 59 x 5.2 ● ● ● -- -- -- ■

Aluminium ladder frame 200 x 59 x 8.9 ● ● ● ● ● -- ■

250 x 59 x 8.9 ● ● ● ● -- -- ■

300 x 59 x 8.9 ● ● ● -- -- -- ■




17

SCAFOM/RUX timber, steel and aluminium decking:

Number of decking and adapter planks required for RINGSCAFF scaffolds with bearer rails:

LengthNumber of decking planks Number of adapter planks

0.29 m 0.23 m

0.65 m 2 ---

1.00 m 3 ---

1.50 m 4 1

2.00 m 5 1

2.50 m 8 ---

Number of planks and adapter planks required for RINGSCAFF scaffolds for tubular bearings:

LengthNumber of decking planks Number of adapter planks

0.29 m 0.23 m

1.00 m 3 ---

1.50 m 4 1

2.00 m 5 2

2.50 m 8 ---

3.00 m 10 ---




RINGSCAFF steel planks (metric sizes)

Load capacity and number of planks per ledger

Load Capacity: Acc. to EN 12811:Steel Plank L = 3000 mm Class 4 (3 kN/m2)Steel Plank L = 2500 mm Class 5 (4.5 kN/m2)Steel Plank L = 2000 mm and Less: Class 6 (6 kN/m2)




19

RINGSCAFF steel decking (07 sizes)

Load capacity and number of planks per ledger

Load Capacity: Acc. to EN 1281Steel Plank L = 3072 mm Class 4 (3 kN/m2)Steel Plank L = 2572 mm Class 5 (4.5 kN/m2)Steel Plank L = 2072 mm and Less: Class 6 (6 kN/m2)




SCAFOM/RUX scaffolding planks

Grade S 10

Table of max. permissible span lengths in m according to DIN 4420

Timber

4.5 cm

24 and 28 cm

Denseness of toes or planks / cmBreadth of toes Scaffold

3.0 3.5 4.0 4.5 5.0or plank in cm group

Permissible span length / m20 1, 2, 3 1.25 1.50 1.75 2.25 2.50

24 and 28 1, 2, 3 1.25 1.75 2.25 2.50 2.7520 4 1.25 1.50 1.75 2.25 2.50

24 and 28 4 1.25 1.75 2.00 2.25 2.5020, 24, 28 5 1.25 1.25 1.50 1.75 2.0020, 24, 28 6 1.00 1.25 1.25 1.50 1.75




21

2.2 Use

2.2.1 Erection and use of scaffolding

BGI 663 or equivalent local accident prevention regulations apply. Scaffolds are only to be erected, convertedor dismantled by persons who are sufficiently qualified and familiar with the design of the scaffolding system.Erection, conversion and dismantling operations must be permanently supervised. The supervisor’s specialresponsibility is also to check the condition of all components in accordance with Chapter 2.2.2.

The contractor must carry out a hazard analysis prior to starting work on scaffolding.

2.2.2 Condition of components

All components must be checked for perfect condition prior to erection. Defective components must not beused.

2.3 Construction

2.3.1 General remarks

Components as listed in Chapter 2.1.4 must be used in the erection of scaffolding according to the instructionscontained in this manual. In individual cases, the scaffolding system may be supplemented by steel tubes (tobe connected with couplers) as well as battens and planks. The load bearing capacity of these componentsmust be checked in each individual case.

2.3.2 Base

The RINGSCAFF modular scaffolding system may only be erected on grounds with sufficient load-bearing capa-city. Load-distributing supports such as planks, sleepers or structural steel beams must be placed underneaththe scaffold to stabilize it on insufficiently solid ground.

Levelling blocks are necessary when erecting scaffolds on sloping ground. It must be ensured that the baseplates or base jacks rest full-face on the ground to absorb the forces emanating from the scaffold on the horizontal plane and transmit them to the ground beneath.

2.3.3 Height adjustment

For height adjustment, the base jacks can be extended to a maximum of 0.25 m in the standard designs des-cribed in the following chapters. Extensions above 0.25 m must be verified by separate static analyses in eachindividual case.




2.3.4 Tying

The structural elements for connecting the tie holders to the building are not dealt with in this manual. The usermust ensure that these are capable of safe absorption and distribution of forces emanating from the tie holders. In the process, vertical forces must not be transmitted. In individual cases, the tie to the building mustbe checked by appropriate testing methods and the results recorded in a protocol.

The anchoring loads shown in the standard designs hereunder are <= 5.00 kN, provided that the scaffolds areerected in front of partly closed facades with a proportion of < 60 % openings. If the scaffolds are erected infront of open facades, the anchoring loads must be verified by separate calculations in each individual case.Only technically approved anchoring devices with a sufficient load-bearing capacity can be used . If anchoringdevices without technical approval (e.g. nylon dowels and scaffolding eye bolts) are used, these must be testedon site with an approved TCU. The load to be tested on each connection should be at least 6.00 kN. A reaso-nable number of tests must be carried out, depending on the anchorage system. However, a minimum of 20%of the anchoring devices used must be tested.

In the standard facade scaffolding designs described hereunder, the stiffening tubes of the anchorages mustalways be connected to the outer and inner standards by standardized couplers. For the use of anchoringsystems that are connected only to the inner standards, a verification of stability must be carried out in eachindividual case. This type of anchoring system is not covered by the standard designs described hereunder.

2.3.5 Guard rails

The specifications according to DIN EN 12810/12811 apply to the guard rails. For these, primarily the com-ponents specially intended for this purpose must be used. Other components, such as steel tubes connectedby means of couplers, and scaffolding battens and planks can only be used in exceptional cases.

2.3.6 Stiffening

All scaffolds must be stiffened. On facade scaffolds, the outer vertical plane parallel to the facade must be stiffened by diagonals arranged either continuously or in tower form. In doing so, a maximum of five bays canbe covered by one diagonal. On the foot plate level and on base jacks above the adjustor nut, ledgers must alsobe fitted, at least in those bays where a diagonal connects. Where facade scaffolds are appropriately tied andsystem decking is used, the insertion of longitudinal ledgers can be dispensed with in bays to which no diagonals are connected. Facade scaffolds built from RINGSCAFF modular scaffolding components with non-system timber decking must always be fitted with longitudinal ledgers on decking level. In addition,horizontal diagonals must be inserted at decking level. Scaffolds with a width of more than 1.07 m must alwaysbe fitted with ledgers at decking level.

Scaffold towers and three-dimensional scaffolding constructions must be stiffened with diagonals in each row ofstandards.




23

2.3.7 Decking

Decking must be secured against unintentional displacement.

2.3.8 Identification

The components listed under 2.1.4 may only be used if they are marked with the manufacturer’s symbol plusthe last two digits of the year of manufacture. Components that comply with the instructions in this manual andwere manufactured prior to the publication of this manual without these identification marks may also be used.

2.3.9 Verification of stability

The stability of scaffolds erected with the components described in Chapter 2.1.4 must be verified in each individual case, or a structural type analysis must be submitted. The verification of stability is deemed to havebeen provided for the standard designs described in this manual.

2.3.10 Standard designs

Scaffolds are deemed to be of standard design within the scope of these instructions for erection and use ifconstructed along the lines illustrated under point 4. They are dimensioned to cope with working loads accord-ing to DIN EN 12810/12811. The standard designs may only be used without further verification if the actualworking load incurred does not exceed the maximum loads listed under these norms. In the standard designsdescribed, the working loads have been calculated on the basis of 1.5 scaffolding days simultaneously.

2.3.11 Divergence from standard designs

If the scaffolding system is used to build scaffolds that deviate from the standard designs described in thismanual, such divergences must be calculable in accordance with technical construction regulations and be verified in each individual case. In doing so, other anchoring grids may also be used. Increased loads,caused by

– an increase in self-weight– an increase in surfaces exposed to high winds– increased working loads

must be taken into account down to the ground level plane and up to the tying devices. Moreover, the effect ofbuilder’s hoists and other lifting gear must be considered unless these operate independently of the scaffold.




2.3.12 Provisions for verification in individual cases

Facade scaffolds, horizontal stiffening of decking planes

The untied vertical frames, or rows of standards, contained in tied horizontal lifts are held elastically in placeby system planks (decking) to prevent horizontal displacement at right angles to the facade.

At horizontal anchorage spacing of two bay lengths, roughly the same stiffening effect can be obtained by usingmovement springs.

At bay lengths < 3.00 m the spring stiffness c, depending on the decking used, is for

– solid timber and steel planks c = 0.45 kN/cm,– aluminium planks c = 0.75 kN/cm,

where fitting of longitudinal ledgers at deck level is dispensed with.

Where system planks and longitudinal ledgers are used at deck level, a horizontal spring stiffness of c = 1.5 kN/cm can generally be assumed for calculation purposes.

Verifications on the node (Original components and combinations)

Ledger/transom and diagonal connection designs

Design of the connector heads

Design of the breaker plate

for ledgers and diagonals ”K2000+“ ”Version II” ”RINGSCAFF 2005” ”RINGSCAFF 2000”

”K2000+“ standardized under standardized under Design ”A” Design ”B”Z-8.22-64 Z-8.22-64

”Version II” standardized under standardized under Design ”B” Design ”B”Z-8.22-64 Z-8.22-64

”RINGSCAFF 2005” Design ”A” Design ”B” standardized under standardized under Z-8.22-869 Z-8.22-869

”RINGSCAFF 2000” Design ”B” Design ”B” standardized under standardized under Z-8.22-869 Z-8.22-869




25

System assumptions

The structural system for calculation must be modelled according to Appendix 26. The short bars between thestandard tube and the point of connection as specified here are assumed to be rigid. The indices given hereunderrelate to a local coordinate system, where the x axis represents the ledger axis and the z axis the standardtube axis (see Appendix 26).

In the verification of the scaffolding system it must be ensured that the moment of deflection in the connectionsbetween ledgers and standards is calculated on the outer edge of the standard tube, and that the eccentricconnection of the vertical diagonal is taken into account according to Appendix 26. The twisting moment aroundthe standard tube resulting from the horizontal component in the vertical diagonal connection is transmitted bythe node and must be verified in the ledgers.

Only normal forces, transverse shearing forces and moments of deflection may be transmitted in the standardtube and ledger/transom plane, and in the plane at right angle to this plane only transverse forces may betransmitted.

If it is not ensured that only components from one system are used in a scaffold, or that the influence of all components is recorded in detailed calculation and planning documents, the scaffolds must be verified according to the specifications given below.

– Load capacity verification, maximum stiffness: Specifications for design ”B”– Minimum to medium stiffness: Specifications for design ”A”

Only normal forces may be transmitted by connections of diagonals.

Riegelanschluss

Bending under load

Bending in the vertical plane

In the verification of scaffolds, the design of ledger connections in the plane formed by the standard tube andthe ledger (vertical plane) , with torsion spring connections according to the torsion moments/rotation angles,

(My/�)-ratio according to appendix 24 and 25, fig. 1 to 6, must be taken into account.

If the ledger connections are not considered as elastic, the verification of scaffolding systems may be calculatedon the assumption of medium stiffness for the torsion spring, if the following additional verifications are carried out:

For the most unfavourable combination of loads, the verification of load-bearing capacity in all ledger connec-tions must be carried out on the assumption of minimum torsion spring stiffness, deviating from DIN 4420 byinserting the factor yF= 1.15. At the point of the maximum ledger connection moment, marginal values basedon minimum and maximum torsion spring stiffness must be calculated. The calculation of marginal values maybe carried out on simplified, localised systems.




Verification of load bearing capacity

General verificationIn ledger connections it must be verified that the operational load on the connection does not exceed the loadcapacities given in the table below:

Load capacities in ledger connections

Interaction between standard tube and ledger connectionIn the area of strained breaker plates the interaction requirements according to the table below must be com-plied with, depending on the design:

Interaction requirements

Explanations:

IA = utilisation degree in the ledger connection = My/(My,R,d)

with: My deflection moment in the ledger connection

My,R,d deflection moment load capacity/tolerance in the ledger connection

Connection internal force variable Design ”A” Design ”B”

deflection moment My,R,d [kNcm] ±101.0 ±68.0

vertical shearing force Vz,R,d [kN] ± 26.4 ±17.4

horizontal shearing force Vy,R,d [kN] ± 10.0 ± 6.7

normal force N R,D [kN] ± 31.0 ±22.7

Connection internal force variable Design ”A” Design ”B”

Interaction requirements 0.316 • IA + Is <= 1 0.148 • IA + Is <= 1




27

a) Design ”A”

Is:

Utilization vector in the standard tube in the area of strain on breaker plate

– For Vact < 1/3 the following applies:

Is = a/b (a, b see fig. 1, with b being derived/calculated from the interaction relation according to fig. 1)

– For 1/3 < Vact <= 0.9 the utilization vector must be calculated taking into account the interaction relationaccording to the left side of the equation, column 3, table 7, DIN 4420-1:1990-12, with:

Vact utilization degree compared with shearing force in the standard tubeVact = VSt/(VSt,R,d)

VSt shearing force in the standard tube

VSt,R,d load capacity for shearing force in the standard tubeVSt,R,d = Vpl,d = 48.5 kN

Fig. 1 Utilization degree vector in the standard tube




with:

mact Utilization degree compared with deflection moment in the standard tube

MST Deflection moment in the standard tube

MSt,R,d Load capacity compared with deflection moment in the standard tubeMst,R,d = Mpl,d = fy,d • �pl • Wel = 175 kNcm

nact utilization degree compared with normal force in the standard tube

NST Normal force in the standard tube

NSt,R,d Load capacity compared with normal force in the standard tubeNSt,R,d = Npl.d = fy.d x A = 132 kN

b) Design ”B”

Is Utilization degree in the standard tube in the area of strained breaker plates= �N/fy,d

Explanation:

�N=(NSt/ASt)/(MSt/Wel,St)

NSt Normal force load on standard tube

MST Deflection load on standard tube

AST Cross-section area of standard tube

Wel,st elastic resistance moment in standard tube

fy.d = 29.1 kN/cm2 (rated value of the elastic limit in the standard tube)




29

Internal force variable combination

In the case of combining different internal force variables in ledger connections, the following requirementsmust be fulfilled, depending on the design:

a) Design ”A“:

+N/NR,d + My/My,Rd + Max(Vz-2.1 ; 0)/Vz,R,d + Vy/27.1<= 1

In addition to the above, the bevel seam on the connector head must be verified for:

– the bevel seam between the horizontal ledger and the connector head:(Nw-6.4)/76.8 + (My,w/110.3) + ��(Vz,w2 + Vy,w2)/48.9 <= 1

– the bevel seam between the U profile and the connector head:(Nw/71.0) + (My,w/116.4) + max ((Vz,w/58.5); (Vy,w/18.0) <= 1

b) Design ”B“:

+N/NR,d + My/My,R,d + max( Vz-14; 0)/Vz,R,d + Vy/25.0 <= 1




Connection of vertical diagonal

Deflection under load

In the entire system the vertical diagonals including their connections must be calculated using a longitudinalspring with the stiffness according to the table below, depending on the direction of stress forces (tension orpressure).

Stiffness C of the longitudinal spring of the vertical diagonal

Pressure stress Tensile stressBay length Bay height Length of bar

L [m] H [m] [m]-cV,d [kN/cm] +cV,d [kN/cm]

6.14 2.5 6.49 3.7 11.80.73 2.08 12.8 13.41.09 2.21 12.6 13.31.40 2.36 12.5 13.21.57

2.02.45 12.4 13.2

2.07 2.77 11.9 13.12.57 3.14 11.5 12.93.07 3.54 10.5 12.84.14 4.46 8.2 12.51.57

1.52.06 12.8 13.4

2.57 2.85 11.8 13.01.57 1.73 13.1 13.52.07

1.02.16 12.6 13.3

2.57 2.62 12.2 13.13.07 3.08 11.5 12.91.57

0.51.50 13.3 13.5

2.57 2.47 12.4 13.2




31

Load capacity verification

For the vertical diagonals the following verification must be carried out:

Nv / Nv,R,d <= 1

Explanation:

NV Tension or pressure in the vertical diagonal

Nv,R,d load capacity of the vertical diagonal compared with tension and/or pressure t

Load capacity of the vertical diagonals

Pressure load Tensile stressDesign B Design B

Connector head Connector headBay length Bay height Design RINGSCAFF RINGSCAFF Design RINGSCAFF RINGSCAFF

L [m] H [m] A 2005 2000 A 2005 2000or or or or

K2000+ Option II K2000+ Option IIN(+)

V,R,d [kN] N(–)

V,R,d [kN]6.14 2.5 2.1 2.1 2.10.73 16.6 12.51.09 16.8 13.21.40 15.5 13.7

8.41.57

2.014.7 13.4

2.07 12.4 12.42.57 10.2 10.23.07 8.4 8.44.14 5.3 5.3 5.3 17.9 13.5 8.41.57

1.517.3 13.0

2.57 11.9 11.91.57 17.7 13.42.07

1.017.3 13.4

8.42.57 13.5 12.93.07 10.5 10.51.57

0.516.7 12.6

2.57 14.6 12.1




Breaker plate

Connection via immediately neighbouring drilling holes in the breaker plate

If two ledgers or one ledger and one vertical diagonal brace are connected via adjacent holes, the followingverification must be carried out:

(nA + nB)2 + (vA + vB)2 <= 1

n,v proportion of interaction according to the table below

A Ledger A

B Ledger B or vertical diagonal

Proportion of interaction

The verification must be carried out in pairs around the node.

Connection of ledgers and/or diagonals by any combination of drillings in the breaker plates:

Sum Vz / Sum Vz,R,d <= 1

Proportion Connection Connectionof interaction Ledger A / Ledger Ledger A / Vertical diagonal B

nA (+NA + My,A / e) / NR,d

nB (+Nb+MyB/e)/NR,d (0.707sin� Nv+(ed/e)x cos � Nv)/NR,d

vA VzA/Vz,R,d

vB VzB/Vz,R,d (cos � Nv)/Vz,R,d




33

Appendices for approved verifications

Appendix 24 approvals

Fig 1: Medium torsion spring stiffness

Fig.2: Minimum torsion spring stiffness

Fig. 3: Maximum torsion spring stiffness with My in kNcm





Fig. 4: Medium torsion spring stiffness

Fig. 5: Minimum torsion spring stiffness

Fig. 6: Maximum torsion spring stiffness with My in kNcm





35

LEDGER CONNECTION

VERTICAL DIAGONAL

Design ”RINGSCAFF 2000“, ”K2000+“, ”Option II“: ey = 5.0 cmDesign ”RINGSCAFF 2005“: ey = 4.5 cm

NODE MOMENTS Mk

AS A RESULT OF DIAGONAL FORCE:




Permissible load on ledgers of the RINGSCAFF modular scaffolding system:

Please note: the following load capacity figures are permissible values resulting from division of the characteristicvalues by 1.65.

1. Ledgers:

a. Tube ledgers

Length Loadin m (uniformly distributed load kN/m)0.65 29.000.73 23.001.00 12.591.09 10.601.50 5.601.57 5.302.00 3.272.07 3.202.50 2.212.57 2.103.00 1.473.07 1.40

b. U ledgers

Length Loadin m (uniformly distributed load kN/m)0.65 24.090.73 19.101.00 10.181.09 8.57

2. Reinforced ledgers:

a. Tube ledgers

Length Loadin m (uniformly distributed load kN/m)1.00 26.011.09 21.901.29 15.701.50 11.611.57 10.60

b. U ledgers

Length Loadin m (uniformly distributed load kN/m)1.00 20.671.09 17.401.40 10.501.50 9.151.57 8.35




37

3. Double ledgers:

a. Round tube ledgers

Length Loadin m (uniformly distributed load kN/m)1.50 16.651.57 15.202.00 9.322.07 8.702.50 5.502.57 5.203.00 3.883.07 3.70

b. U ledgers

Length Loadin m (uniformly distributed load kN/m)1.50 16.651.57 15.202.00 9.322.07 8.702.50 5.502.57 5.203.00 3.883.07 3.70




4. System steel framework girders, height 500 mm:

Bracing top-girder every 1.065 mLoad case: Point load Load case: Uniformly distributed load

Bracing top-girder every 2.13 mLoad case: Point load Load case: Uniformly distributed load

3 Erection of RINGSCAFF modular scaffolding



39


The erection of scaffolding must be carried out in such a way as to minimize the danger of falling. Prior to starting work a hazard analysis must be carried out and appropriate steps taken to minimize the danger of accidents.

It is the task of the person responsible for the assembly and dismantling of scaffolds to take appropriate measures to prevent accidents and the consequences of such accidents for the lives andhealth of the victims, according to the feasibility and suitability of such measures and the actual riskinvolved, which provide greatest possible security. Where possible, collective protective measures musttake priority over individual measures.

SCAFOM recommends securing the assemblymen engaged in erecting, dismantling or converting modular scaffolding against falling by personal safety equipment (PSE).

The PSE may only be fastened to the following components of RINGSCAFF modular scaffolds:

– free-standing individual standards, the bottom joint of which is at least 50 cm below a closed ledgerplane

– Ledgers up to 3.00 m in length, which are connected to two standards, the bottom joints of which areat least 50 cm below a closed ledger plane

– Ledgers up to 3.00 m in length, which are part of a closed, horizontal, rectangular ledger system

– Toe boards, diagonal braces, planks and tele-ledgers are unsuitable for fastening such devices.

The user is free to choose alternative accident prevention methods, as long as these guarantee an equivalentdegree of safety.




3.1 Base

The ground must be level and capable of bearing loads. If necessary, load-distributing wooden planks or sleepers, etc. must be laid. Levelling blocks are required when erecting scaffolds on sloping terrain.

Fig. 3-1 Example of a load-distributing base

Fig. 3-2

3.2 Base jacks

The base jacks must be laid out on the ground at the prescribed longitudinal and transverse intervals, startingat the highest point of the terrain. Height adjustment is limited to a maximum of 0.25 m (fig. 3-2).

� � 5° without verification of the local load transmission




41

3.3 Lead-off adapters

The lead-off adapters must be fitted onto the base jacks (fig. 3-3).

Fig. 3-3

Fig. 3-4

3.4 Ledgers

Suitable ledgers must be inserted in the breaker plates of the lead-off adapters using their claws, then securing wedges must be lowered and driven home with strokes on the upper edge of the wedge. The result-ing base frame must now be levelled off using a spirit level. This is important to ensure trouble-free erection.A hose spirit level can also be used for levelling (fig. 3-4).




3.5 Standards

Slotting in of standards must be staggered diagonally; standard lengths must be chosen so that the standardjoints are level with the ledgers. In scaffolds of up to 3.0 m working height, single-lift standards can be used(fig. 3-5).

Fig. 3-5




43

3.6 Locking wedges

Connect the next lift of ledgers, lower the locking wedges and drive them home with bouncing strokes.

Fig. 3-6




3.7 Diagonals

The diagonals must be joined to the bays specified in the standard designs hereunder (fig. 3-7).

Fig. 3-7




45

3.8 Guard rails

The guard rails and partition rails are mounted in the same way as the ledgers. The toe boards must be insertedbetween two standard tubes, behind the wedges securing the ledger connection.

3.9 Decking

Either system planks or non-system planks may be used as decking components. They must be laid in such away that they can neither teeter nor give way to the side. The planks must be firmly secured against lifting off.Non-system scaffolding planks must be laid as illustrated below (fig. 3-8):

Fig. 3-8

Intermediate ledgersLedgers

LedgersPlanks

Planks




Decking consisting of system planks with hooks (fig. 3-9)

Steel plank for using hooks

Aluminium plank for using hooks

Fig. 3-9

Decking consisting of Super scaffold planks:

System plank

Ledger with bearer rails

4 Standard designs



47

4 Standard designs

The standard designs described hereunder are always for metric bay lengths and bay lengths in the 07 category

4.1 Free-standing single towers

min. a

max. Houtdoors

max. Hindoors

0.65 m 1.00 m 1.50 m 2.00 m 2.50 m 3.00 m

2.00 m 3.00 m 4.50 m 6.00 m 7.50 m 9.00 m

2.50 m 4.00 m 6.00 m 8.00 m 10.00 m 12.00 m

Scaffold groups 1 – 6

– Diagonal

– Fitting direction of the decking

Ledger/transom to support the decking as per appropriate load table

4 Standard designs



4.2 Free-standing single towers with base extension

min. a

min b

max. Houtdoors

max. Hindoors

0.65 m 1.00 m 1.50 m 2.00 m 2.50 m 3.00 m

1.50 m 1.50 m 1.50 m 1.50 m 1.50 m 1.50 m

6.00 m 7.50 m 9.00 m 10.50 m 12.00 m 13.50 m

8.00 m 10.00 m 12.00 m 16.00 m 18.00 m 20.00 m


– Diagonal


a – Ledger spacing

b – Overall base width

c – Maximum tower height to topmost deck level


4 Standard designs



49

a

b

max. Houtdoors

max. Hindoors

1.50 m 2.00 m 2.50 m 3.00 m

3.00 m 3.00 m 3.00 m 3.00 m

4.50 m 6.00 m 7.50 m 9.00 m

6.00 m 8.00 m 10.00 m 12.00 m


– Diagonal



b – Overall base width

H – Maximum tower height to topmost deck level


4 Standard designs



4.3 Tied single towers

a (m)

H (m)

0.65 1.00 1.50 2.00 2.50 3.00

40.00 40.00 40.00 40.00 40.00 40.00


– Diagonal





4 Standard designs



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– Diagonal





a (m)

H (m)

0.65 1.00 1.50 2.00 2.50 3.00

40.00 40.00 40.00 40.00 40.00 40.00


4 Standard designs



– Diagonal





a (m)

H (m)

0.65 1.00 1.50 2.00 2.50 3.00

60.00 60.00 60.00 60.00 60.00 60.00


4 Standard designs



53

4.4 Indoor surface-oriented scaffolds

– Ledger/transom to support the decking as per appropriate load table –

Attention! The area to be covered by one diagonal is limited to a maximum of five bays.

– Diagonal




Scaffold group 1 2 3 4 5 6

a (m) 3.00 3.00 3.00 2.50 2.00 1.50

4 Standard designs



4.5 Facade scaffolds on partly closed structures with a <= 50 % proportion of openings

Anchoring grid patterns:

Anchoring grid 8.00 m



4 Standard designs



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Permissible maximum height depending on scaffold group, bay length, scaffold width, anchoring gridand type of covering:

Scaffold without brackets: Scaffold group 3

max. width of scaffold max. bay length Anchoring grid Covering Permissible height in m0.73 3.07 8.00 uncovered 31.000.73 2.57 8.00 uncovered 37.000.73 2.07 8.00 uncovered 46.000.73 3.07 4.00 uncovered 60.000.73 2.57 4.00 uncovered 71.000.73 2.07 4.00 uncovered 88.000.73 3.07 2.00 uncovered 62.000.73 2.57 2.00 uncovered 73.000.73 2.07 2.00 uncovered 90.000.73 3.07 4.00 net covering 56.000.73 2.57 4.00 net covering 65.000.73 2.07 4.00 net covering 81.000.73 3.07 2.00 net covering 63.000.73 2.57 2.00 net covering 74.000.73 2.07 2.00 net covering 91.000.73 3.07 2.00 tarpaulins 62.000.73 2.57 2.00 tarpaulins 73.000.73 2.07 2.00 tarpaulins 90.00

Scaffold with brackets: Scaffold group 3


4 Standard designs



Scaffold without brackets: Scaffold group 4


Scaffold with brackets: Scaffold group 4


4 Standard designs



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Pedestrian tunnel: max. width of scaffold 0.65 or 0.73 m, max. bay length <=3.07 m

Scaffold group 3


H = 30.0 mwithout brackets on wall side

H = 20.0 mwith brackets on wall side

15 li

fts

10 li

fts

4 Standard designs



Bridge: L <= 5.00 m, scaffold group 4

Attention! Double standards must be used to support framework girders.

Without brackets: H 1 = 15 lifts = 30.00 mH 2 = 13 lifts = 26.00 m

* from H 2 = 10 lifts (20.00 m) additional standards required

With brackets: H 1 = 4 lifts = 8.00 mH 2 = 2 lifts = 4.00 m

Spacing of anchoring according to standard designs


End bays with additional vertical diagonal

4 Standard designs



59

Bridge: L <= 6.00 m, scaffold group 4

Attention! Double standards must be used to support framework girders.

Without brackets: H 1 = 10 lifts = 20.00 mH 2 = 2 lifts = 4.00 m

* from H 2 = 8 lifts (16.00 m) additional standards required

With brackets: H 1 = 4 lifts = 8.00 mH 2 = 2 lifts = 4.00 m

Spacing of anchoring according to standard designs


End bays with additional vertical diagonal

4 Standard designs



Pedestrian tunnel: max. width of scaffold <= 1.09 m; max. bay length <= 3.07 m

Scaffold group 4


H = 24.0 mwithout brackets on wall side

H = 10.0 mwith brackets on wall side

11 li

fts =

22.

0 m

4 lif

ts =

8.0

m

5 Technical approvals



61

5 Technical approvals



Ringscaff Instructions

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