MULTIFLEX Girder slab formwork Assembly Instructions for Standard Application Edition 11/2007
Content Page Overview 1 Introduction 2 Product features 2 Intended use 2 Safety instructions 3 A Assembly and Dismantling A1 Storage and transport 4 A2 MULTIFLEX components Formlining and girder 5 Props and propheads 6 Tripod and erection bar 7 A3 Shuttering 8-9 A4 Striking 10-11 A5 Guardrails and setting of stopend 12 B Application B1 General instructions 13 B2 Calculation of slab formwork (example) VT 20/VT20 14-15 B3 Application example 16 B4 Beams with UZ Beam bracket 40 and UZ Perforated Rail 17 with slab stopend angle 18 B5 Design tables 20-31 C Product Overview 32-43 Legend Visual Check Hints Important Site Tips safety instructions
Overview 6 3 1a 1b 4 2 5 1a Main beam 1b Cross beam 2 Crosshead 3 Clawhead 4 Prop 5 Tripod 6 Formlining 1
Introduction These assembly instructions describe the standard usage of the flexible MULTIFLEX slab formwork system together with PERI VT 20 girders. At the beginning, there is information on the product and its utilisation as well as general and safety references. In Part A the intended use, as of a standard situation, is presented. Part B contains details on system application, and design tables for prop spacing, formlining and accessories. Information on appropriate props can be found in the PERI Design Tables Formwork Technology. Additional details for forming with PERI GT 24 girders are contained in Part A and B. The individual system components are listed in the product overview together with their article numbers. Dimensions without any unit of measurement are in cm. If you have any questions, please contact your local PERI representative. Product features The MULTIFLEX slab formwork is a girder formwork system which is suitable for every ground plan and different heights, depending on the type of support used. Depending on the slab thickness, assembly can be carried out using three girder combinations: Combination 1: VT 20 / VT 20 Combination 2: VT 20 / GT 24 Combination 3: GT 24 / GT 24 Main beam and connected cross beams form a grid to accommodate the formlining sheets. The main beams are positioned in the supporting heads of props. Intended use Individual components: formlining sheets PERI VT 20 girder and GT 24 lattice girder crosshead as non-tilting supporting heads of formwork clawhead for intermediate support erection bar for girder assembly from below tripod / MRK frame as erection aid. Support: PERI slab props and shoring system. Additional guidelines In particular, this includes at the present time industrial safety regulations (BetrSichV) technical regulations for industrial safety (TRBS) PERI product information PERI design tables formwork technology PERI MULTIPROP / PEP PERI slab edge trestle AW PERI UZ beam PERI construction site equipment Stripping Cart ASW 465 Pallets and stacking devices Approval for PERI girders Type tests for slab props These Assembly Guidelines contain instructions for the correct handling and intended use of the PERI MULTIFLEX slab formwork system. Safety instructions and load specifications must be observed at all times. Special permission must be given by PERI if the formwork is to be used for other applications other than it has been designed for together with supplementary assembly instructions. Basically, only materials in perfect condition may be used. The safety and environmental regulations of each country where this product is used must be observed at all times. The product is intended for commercial use only. These assembly guidelines, PERI offer and implementation plans as well as other PERI product information do not replace specific construction site work and assembly instructions. 2
Safety Instructions These assembly instructions are directed at those persons who work with PERI MULTIFLEX. Non-observance of the safety instructions and assembly guidelines can lead to accidents and damage to materials. General information The basis of the MULTIFLEX system is an all-sided horizontal and non-moveable positioned slab formwork! This is given with peripheral walls and beams cast in advance. Otherwise the transfer of horizontal loads must be ensured in accordance with DIN 4421 through other measures undertaken on site (e.g. bracing)! If bracing is required for cantilevers, this must be friction-locked assembled! For supporting pre-fabricated slab elements, manufacturer s references and installation instructions must be observed! The correct working loads for props and girders is ensured with the help of PERI design tables and the respective building authority approval. The safe and secure installation of the bracing as well as assembly of the shoring (including tripod, crosshead and clawhead) are to be described in detail in the contractor`s assembly instructions! Responsibilities of the contractor: 1. The contractor must ensure that the PERI and all other required instructions are at the user s disposal. 2. All persons working with the product must be familiar with the content of these instructions and safety information. 3. Persons who cannot or have difficulty in reading and understanding these instructions must inform and then be fully briefed by the contractor. 4. The contractor has to ensure that assembly, adjusting and dismantling, moving as well as correct use of the product is supervised by trained and authorised personnel. 5. The contractor is obliged to provide all prerequisites to ensure compliance with applicable safety regulations. General Safety Information: 1. MULTIFLEX slab formwork components are to be checked before every use for signs of damage! Damaged parts are to be replaced by PERI original components! 2. When erecting the MULTIFLEX, ensure that all load effects are safely transferred! The formwork must remain in a horizontal and non-moveable position! 3. MULTIFLEX must be assembled on a flat, clean and sufficiently loadbearing surface! 4. Stability must be guaranteed at all times! 5. Never remove safety installations! 6. Do not exceed any given permissible loads! 7. Safe working areas are required at all times for assembly, adjusting, dismantling and moving of the formwork equipment 8. Safe access to all working areas must be in place! 9. Working areas must be made secure against falling! 10. Safe conditions for forming must be available at all times! Appropriate safety precautions are to be in place during unfavourable weather conditions e.g. secure formwork against lifting! Site personnel must not enter jeopardized areas! 11. Striking takes place only when the concrete has sufficiently hardened and site management has given the go-ahead! 12. When striking, use tools which do not damage the MULTIFLEX components! Do not pull away components with the crane! 13. When striking, do not compromise the stability of shoring and formwork components! 14. Only transport components with hoisting gear if suitable attaching means are available! 15. The weight of the components must not exceed the permissible load capacity of the lifting gear! 16. Remove lifting equipment from a lowered formwork component or unit only when it is in a stable position! 17. Store and transport components and pallets in a safe and secure manner avoiding any unintentional change of position! Do not throw any components! Maintenance instruction for formlining Immersion vibrator with rubber cap minimises damage to the formlining. Take care when placing heavy objects on formlining. Use timbers where necessary and be aware of load bearing capacity. Use reinforcement spacers with a large bearing area to minimise indentations. 3
A1 Storage and Transport PERI Instructions for Use: Pallets! BGR 500 operated by equipment - Pallets and stacking devices are attached by means of suitable and reliable lifting equipment to all four designated lifting eyes! Secure components in the ring pallets against moving! (e.g. tension belt or steel band) 10 10 10 Storage Fig.1a Stacked materials and pallets must be protected against effects of the weather, e.g. secure formlining against lifting. Store and transport MULTIFLEX components in craneable PERI ring pallets and PERI crate pallets, see also A3 / A4. Alternatively, stack girders and formlining using edge protection and stored on timbers. 10 Fig.1b Transport Load-bearing capacity! PERI ring pallets and crate pallets are suitable for crane and fork-lift operations. Lifting equipment must be attached to all four lifting eyes 10. They can also be moved using the PERI pallet lifting trolley. Both containers can be lifted using both the long and short sides. For safe transportation, the length of the lifting forks must be adjusted accordingly. Move stacks by means of suitable lifting gear. Fig.1c Fig.1d 4
A2 Components Formlining PERI multi-layered sheeting 21 mm (Beto), 62.5 x 2.50 m, Fig. 2 3-Ply plywood 21mm or other plywood sheeting, depending on requirements, see PERI plywoods. In the PERI design tables and slide charts, the 3-S plywood sheet has been taken into consideration. If other sheeting is used, the deflection of the plywood used must be statically checked regarding the deflection tolerances, see PERI design tables. Fig.2 20 Formwork girders Using the VT 20K high-grade web girder Fig. 3a Fig.3a 8 perm. Q = 11.0 kn perm. M = 5.0 knm l Y = 4290 cm4 Using the GT 24 lattice girder Fig. 3b As standard, the GT 24 lattice girder is supported in the girder nodes. Due to the node configuration, the GT 24 has various permissible loads: support in the girder nodes Fig. 4a support outside of the girder node area, Fig. 4b Fig.3b - + + - - + 8 24 perm.q D = 14.0 kn perm.q Z = 13.0 kn perm.m = 7.0 knm l Y =8000 cm4 Q D = perm. shear force for compression strut Q Z = perm. shear force for diagonal tie The permissible loads must also be maintained when supporting in the end areas. Fig. 4a + 4b For calculating slab formwork with GT 24 lattice girders see PERI design tables or PERI slide charts 16,3 perm. A = 14 kn perm. Q D / perm. Q D perm. Q D perm. Q Z perm. A = 28 kn perm. M ST = 7.0 knm + - - + + - Fig.4a 16,3 perm. A = 13 kn perm. Q Z / perm. Q Z perm. Q Z perm. Q D perm. A = 20 kn perm. M ST = 4.0kNm Fig.4b With clawhead 24 S or 24 L, GT 24 girders can also be supported outside of the node area with a maximum bearing load of 28 kn on the girder. Fig. 5 Fig.5 perm. A = 28 kn perm. Q D =14kN perm. M ST = 7.0 knm 5
A2 Components Slab props Do not exceed the permissible load specifications! For other support systems, individual load specifications must be taken into consideration! All loads resulting from the MULTIFLEX slab formwork must be safely transferred into the ground or slab. PERI support systems steel tube props 4a: PEP aluminium props 4b: MULTIPROP (MP), Fig. 6 shoring towers: MP, PERI UP, PD 8, ST 100 For prop loads, see PERI design tables 4a 4b Fig.6 Supporting heads of formwork Providing stable support for one or two girders and as intermediate support for individual girders. Examples With self-locking coupling at end of girder or on girder joint: crosshead 20/24S 2a, alternative: lowering head 20/24 2b with pins and cotter pins 2a 4 The supporting heads of formwork fit all standard slab props with 40 mm hole diameters. For intermediate support: clawhead 24S 3a clawhead 16/20S 3b Fig. 7 Assembly: 1. Position head on endplate of prop. 2b 3a 3b Fig.7 2. Engage self-locking coupling and check functionality, Fig. 8 or without selflocking coupling, secure head with pins and cotter pins. 3. Position props. The girders can now be accommodated. Dismantling: Release coupling or remove pins and take off head. a + b 40 mm Pay attention to lowering requirements when aligning the props. (min. 4 cm). Fig.8 6
A2 Components Formwork assembly Three girder combinations 1. Plywood sheet 21 mm Cross beam VT 20 Main beam VT 20 h = 42 cm, Fig. 9a 42 46 2. Plywood sheet 21 mm Cross beam VT 20 Main beam GT 24 h = 46 cm, Fig. 9b 3. Plywood sheet 21 mm Cross beam GT 24 Main beam GT 24 h = 50 cm, Fig. 9c Fig.9a Fig.9b 50 Fig.9c Assembly aids Universal tripod as erection aid for all round and square slab props. Through the swivel-mounted base plates, the tripod can be erected in corners and against straight walls. Fig. 10a Fig.10a ø 48-120 mm Erection bar for installing and dismantling of girders and formlining. erection bar GT/VT, for VT 20 and GT 24 girders, Fig.10b assembly bar 24 for GT 24 girders, Fig.10c Fig.10b Fig.10c Brace clamp for round slab props. Fig.10d for shuttering heights > 3.0 m for assembly of diagonal bracing Fig.10d Stripping cart e.g. PERI Stripping Cart ASW 465 Fig.10e Fig.10e MULTIPROP Frame MRK for forming heights > 3.0 m for bracing of MP props. Fig.10f Fig.10f 7
A3 Erection 1 40 mm 2 Turn the prop so that the G-hook can be operated. Attach crosshead or clawhead to prop and engage (with self-locking coupling) Secure other types of support systems by means of pins and cotter pins: Alternative to crosshead: Lowering Head 20/24 for simple and easy lowering. 2a Position crosshead props on flat and load-bearing ground. Secure with tripods (erection aid). Horizontal loads from the shuttering procedure can only be transferred for shuttering heights up to approx. 3.0 m. 2b Shuttering height > 3.0 m with MULTIPROP props: Brace props by means of MRK frames (erection aid). See type test and MULTIPROP assembly instructions for more information. Shuttering height > 3.0 m with steel tube support: e.g. PERI PEP: diagonal bracing must be mounted as an erection aid. 8
A3 Erection 3 4 VT 20 VT 20 VT 20 VT 20 min.15 min.15 min.15 min.15 min.15 x. Prop spacing c Main beam spacing b Position crosshead props. Mount main girders from below by means of erection bar. One or two main beams can be accommodated in each crosshead without any risk of tilting. 5 Position secondary girder from below by means of erection bar. Align cross beams in such a way so that the plywood sheeting joints always rest on a cross beam or a pair of girders. Girder overlap: VT 20 min. 15 cm at both ends GT 24 min. 16.3 cm at both ends 6 c Risk of falling! Mount guardrails before shuttering according to valid guidelines! Secure cross beam against tilting. Install plywood sheeting and secure with nails. Level formwork and spray, e.g. with PERI Bio Clean. Caution: risk of slipping! Mount intermediate props with claw heads on girders using prop spacing c. Extend props according to the length. GT 24 girders, see A2. Risk of tilting! Ensure load effects are safely transferred!* *see safety instructions "General Safety information" The MULTIFLEX slab formwork can be now be used in accordance with permissible load requirements. Pallets in position on the erection area ready to be used during striking operations 9
A4 Striking 1 2 4 Observe striking time! Dismantle intermediate props and store in pallets. In cases of immediate re-use, the heads remain attached to the props! Lower all secondary girders by approx. 4 cm*. Begin lowering and removal of props with larger prop spans in the centre of the slab. 4 5 Dismantle plywood sheets and remaining cross beams store in pallets. Plywood must be accurately stacked in order to clean the sheet edges Dismantle main girders and store in pallets. * Observe permissible prop loads! If the formwork is not dismantled, it could lead to overloading the props when concreting the slab for the next floor. 10
A4 Striking 2a 3 4 Alternative to No. 2 Lower lowering head by means of hammer blow = 4 cm. Push back wedge to starting position ready for next use and fix tight with a hammer blow Tip the secondary girders onto their sides and remove from below by means of the assembly bar and store in pallets. Secondary girder located under plywood joints remain in position. 6 7 Dismantle crosshead props and store in pallets. In cases of immediate re-use, the heads remain attached to the props! Before the first and any additional use, spray the plywood sheet edges, e.g. with PERI BIO Clean. This facilitates shuttering and striking procedures and helps to protect the sheet. 11
A5 Guardrails and setting of stopend scaffold components supplied by the contractors must conform to valid safety regulations! load effects must be safely transferred! see safety instructions "General Information" Guardrails * on slab edges with slab tables The edge of the building is secured by means of PERI table modules. Fig. 11 See also assembly instructions for table modules. Fig.11 during casting segment with slab edge trestle AW see B5 for static value Assembly The Stopend Angle 11 can be attached in girder s length direction as well as at 90 to the girder: 8 wire pins ø 3.1 x 65, (6 pins at front, 2 pins at rear, Item. no. 018280) 12 11 with clamp for attaching to the girder or timber insert handrail post AW 12 and nail rear end. Fig.12 with Stopend Angle AW, Fig.12a with panel formwork and Stopend Angle AW, Fig.12b Fig.12 11 Fig.12a with slab stopend bar 105 and handrail post HSGP, 13 + 14 see B5 for static value. Fig. 13 14 See PERI construction site equipment brochure for additional setting of stopends Fig.12b max 50 13 *Guardrails as a minimum, timber components must correspond to Sort Class S10 according to DIN 4074 and be marked with a U symbol! secure guardrail boards with wire pins or screws! Fig.12b min 10 Fig.13 max. 14 12
B1 General Instructions Static-relevant instructions regarding the use of slab formwork Provided on-site assurance can be given that values of the slab thickness along with the spacing of the secondary and main beams do not fall below those specified in the tables, and no additional loads are imposed as a result of the formwork being out of plumb etc., the formwork girders satisfy all the criteria for classification in Support Scaffold Group III. As a rule, the loads acting only have to be increased by the group factor according to DIN 4421 for the support structure, which can mainly be classified in Group I or II. Conditions for classifying the support structure in Support Scaffold Group I Conditions for classifying the support structure in Support Scaffold Group II Classification in Group I is possible for erection heights of up to 5.00 m spans of up to 6.00 m vertical, uniformly distributed loads of up to 8 kn/m 2 uniformly distributed line loads from beams and downstands, and the like, of up to 15 kn/m Drawings are not required. Proof of stability is only required if there is insufficient expertise available for assessment purposes. proof of stability for all important structural components and their connections required to prevent collapse. Analyses may be carried out with the simplifications described in Section 6.4.2. contained in DIN 4421 drawings: general arrangement drawings which clearly show the ground plans and sections of the construction. Presentation of the most important details is necessary. The loads acting are to be multiplied by the group factor of 1.25 The loads acting are to be multiplied by the group factor of 1.15 13
B2 Calculation of Slab Formwork (example) Example with slide chart VT 20/VT 20 Slab thickness: d = 20 cm Clear room height: h = 2.80 m Main and cross beams: VT 20 Plywood: 21 mm, 62.5 x 250 cm Slab thickness d [m] Loading q [kn/m 2 ] 0,20 7,1 Permissible main beam spacing b [m] Existing prop load F [kn] Cross beam spacing a [m] 0,75 0,625 0,50 b a Pre-selection Pre-selection makes it possible for the user subject to the available girder lengths to more effectively plan the utilisation of the MULTIFLEX with regards to the available prop loadbearing capacity and building geometry. From: permissible prop spacing possible main beam spacing (when using the GT 24 girder as cross beam, pay attention to the 30 cm node arrangement) available prop load Prop spacing c [m] 0,60 0,90 1,20 1,50 1,80 2,10 2,40 2,52 10,7 2,68 11,4 2,89 12,3 2,52 16,1 2,68 17,1 2,89 18,5 2,52 21,5 2,60 22,0 2,60 22,0 2,07 22,0 2,07 22,0 2,07 22,0 1,60 22,0 1,60 22,0 1,60 22,0 1,22 22,0 1,22 22,0 1,22 22,0 - - - - - - c Loading: according to DIN 4421 Deflection: limited to I/500 Basis for calculation is a three-ply sheet, 21 mm, with E = 7500 N/mm 2 (saturated) and permissible B = 6.5 N/mm 2 (saturated). Plywood The 3-S plywood has been considered in the slide chart. PERI Beto: see table, right. If another type of plywood is used, the cross beam spacing must be adapted accordingly, see B5 Plywood Chart. Max. slab thickness: PERI Beto Size of plywood 62.5 cm x 2.50 m 4 fields 5 fields Cross beam Max. slab spacing [cm] thickness [cm] 62.5 22 50 43 1. Cross beam spacing a Plywood support, Fig.14 (dependent on slab thickness and size of plywood sheet used, see B5 Plywood Chart) 62,5 62,5 62,5 Fig.14 Cross beam spacing: 62.5 cm See B5 for static values. 2. Main beam spacing b Cross beam support, Fig.15 Max. permissible span for cross beams according to the slide chart: 2.07 m Main beam spacing: 2.00 m (selected, dependent on room geometry) 2,00 m Fig.15 14
B2 Calculation of Slab Formwork (example) 3. Prop spacing c Main beam support, Fig.16 Prop spacing: 1.50 m 4. Prop load Specification for the slide chart: 22.0 kn Through the selection of the main beam spacing of b = 2.00 m, this results in a prop load of F = 22 kn x 2.00 m = 21.3 kn 2.07 m to be transferred. H Now select a slab prop (PEP, MULTIPROP) corresponding to the extension length H with permissible prop load = 21.3 kn. The respective standards are used for the support construction. 1,50 m 1,50 m 1,50 m Fig.16 PERI slide chart for girder combinations: VT 20 / VT 20 GT 24 / VT 20 GT 24 / GT 24 Example with PERI design tables According to the selected girder combination, calculations for the MULTIFLEX slab formwork are carried out using the tables in B5. Depending on the slab thickness, the selected cross beam spacing and plywood sheet result in the main beam and prop spacings. Fig. 17 b a c Fig.17 15
B3 Application Example Overview with edge tables Fig. 18 The basis of the MULTIFLEX is an all-sided horizontal and non-moveable positioned slab formwork! This is given with peripheral walls and beams cast in advance. Otherwise the transfer of horizontal loads must be ensured in accordance with DIN 4421 through other measures undertaken on site (e.g. bracing)! Fig.18 VT 20: min. d 15 cm, max. 30 cm GT 24: min. d 16.3 cm, max. 30 cm Overview of starting bay Fig.19 max. 30 Fig.19 16
B4 Beams UZ beam system for beams up to h = 80 cm consisting of: UZ Beam Bracket 40 15a UZ perforated rail 15b no formwork ties up to h = 80 cm cross-sections are to be continuously formed girders or timbers can be used as bottom formwork side or bottom formwork can also be formed with PERI TRIO elements UZ perforated rails can be joined together for extra-wide beams 15a 15b Fig.20 b Max. beam widths with side form width b = 10 cm 1 x UZ perforated rail 80 = 45 cm 2 x UZ perforated rail 80 = 135 cm 1 x UZ perforated rail 129 = 95 cm Fig. 20 See B5 for permissible widths of influence. Examples 1. Side form with one or two 2 GT 24s (vertical) Fig. 21a Fig.21a 2.Side form with two or three VT 20s (horizontal) Fig. 21b Fig.21b 3. Packing of formwork bottom Fig. 21c Fig.21c 17
B4 Beams Stopend Angle AW for beams up to h = 60 cm the stopend angle 11 can be nailed to the plywood (22 mm) as stopend up to h = 40 cm larger widths of influence and heights are possible with the clamp, see B5 side formwork can be formed using horizontal TRIO, DOMINO or HANDSET elements 11 guardrails must be mounted according to valid regulations! load effects must be safely transferred! see safety instructions "General Information" Examples 1. Edge beam: stopend nailed to table module, Fig. 22a Fig.22a 2. Beam with Domino elements, Fig. 22b 3. Stopend angle with clamp 11a, Fig. 22c Assembly See A5, stopend angle AW Used plywood sheets can be used for the working areas. 11a Fig.22b Fig.22c 18
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B5 Design tables Plywood Type of plywood Thickness [mm] Veneers E-modulus [N/mm 2 ] parallel/crosswise perm. [N/mm 2 ] parallel/crosswise Fin Ply 21 Birch 8560/6610 15.0/12.4 Fin Ply, Maxi 20 Birch 7500/5760 13.0/10.5 Fin Ply, USA 19 / 3 /4 Birch 6180/6880 12.0/11.5 Fin Ply 18 Birch 8730/6440 15.3/12.2 PERI Birch 21 Birch 8560/6610 15.0/12.4 PERI Birch, USA 19 / 3 /4 Birch 9170/7060 15.7/13.6 Combi Mirror 21 Birch/Conifer Ply. 8560/5060 14.9/6.8 PERI Beto 21 Birch/Conifer Ply. 6610/6560 11.2/8.5 PERI Beto, USA 19 / 3 /4 Birch/Conifer Ply. 6610/7140 11.3/10.6 PERI Beto 18 Birch/Conifer Ply. 6680/6500 10.2/8.7 PERI Spruce 21 Conifer Plywood 5240/6370 6.7/7.0 As-Ply 21 Plywood 1) 1) 3-Ply Plywood 27 Spruce 8000/1070 4.9/1.5 3-Ply Plywood 21 Spruce 8000/1070 5.9/1.3 Lake Pine 20,5 Plywood 1) 1) Arauco Pine 21 Pine 1) 1) FinNa-Ply 21 Conifer Plywood 7910/3710 8.0/5.0 1) No information possible because of large differences. The static/mechanical values given in the tables refer, according to information from the manufacturers, to a moisture content of 15%. But GSV stipulate the values of moisture content as 20%. The values for the Modulus of Elasticity are therefore to be reduced by a factor of 0.9167 and the values for the permissible tension by a factor of 0.875. The fibres of the face veneer span in the direction of the first length shown for the plywood size. Solid timber Softwood, Sorting Class S10 E-modulus [N/mm 2 ] parallel/crosswise 10000 perm. [N/mm 2 ] parallel/crosswise 10 With a timber moisture content of 20% only the permissible tension according to DIN 1052 is to be reduced by 0.833. 20
B5 Design tables 21 mm Plywood The modulus of elasticity and the permissible tension is based on the grade and moisture content of the plywood (see page 20). 0.0068 q L 4 Maximum deflection f = E I Maximum Moment M = 0.1071 q L 2 (valid for at least 3 bays) L L L L L L L f f E = 3000 N/mm 2 E = 4000 N/mm 2 E = 5000 N/mm 2 E = 6000 N/mm 2 E = 7000 N/mm 2 E = 8000 N/mm 2 10.7 8.0 6.4 5.3 4.6 4.0 75 cm 70 cm 65 cm 60 cm 55 cm 50 cm 45 cm 9.3 7.0 5.6 4.7 4.0 3.5 8.0 6.0 4.8 4.0 3.4 3.0 6.7 5.3 5.0 4.0 4.0 3.2 3.3 2.7 2.9 2.3 2.5 2.0 = 13 N/mm 2 40 cm SPAN L 4.0 3.0 2.4 2.0 1.7 1.5 = 11 N/mm 2 = 9 N/mm 2 35 cm Deflection f [mm] 2.7 2.0 1.6 1.3 1.1 1.3 1.0 0.8 0.7 0.6 0.0 0.0 0.0 0.0 0.0 Wall formwork Slab formwork 1.0 0.5 0.0 = 7 N/mm2 = 5 N/mm2 30 cm 25 cm 0 10 20 30 40 50 60 70 80 90 100 Concrete pressure q [kn/m 2 ] 0 20 40 60 80 100 Slab Thickness d [cm] 10 30 50 70 90 21
B5 Design tables MULTIFLEX GT 24 Girders as slab beams Slab thickness [m] Loading q* [kn/m 2 ] 0.10 0.12 0.14 0.16 0.18 0.20 4.5 5.0 5.5 6.1 6.6 7.1 Secondary beam spacing a [m] Perm. span for main girder Prop spacing c [m] 0.60 0.90 1.20 1.50 1.80 2.10 2.40 0.75 0.625 0.50 0.75 0.625 0.50 0.75 0.625 0.50 0.75 0.625 0.50 0.75 0.625 0.50 0.75 0.625 0.50 3.79 4.03 4.34 3.60 3.82 4.12 3.44 3.65 3.93 3.30 3.51 3.78 3.18 3.38 3.64 3.08 3.27 3.53 10.2 10.9 11.7 10.8 11.5 12.4 11.4 12.1 13.1 12.0 12.7 13.7 12.6 13.4 14.4 13.1 13.9 15.0 3.79 4.03 4.34 3.60 3.82 4.12 3.44 3.65 3.93 3.30 3.51 3.78 3.18 3.38 3.64 3.08 3.27 3.53 15.4 16.3 17.6 16.3 17.3 18.6 17.1 18.2 19.6 18.0 19.1 20.6 18.9 20.0 21.6 19.7 20.9 22.5 3.79 4.03 4.34 3.60 3.82 4.12 3.44 3.65 3.93 3.30 3.51 3.78 3.18 3.38 3.55 3.08 3.27 3.29 20.5 21.8 23.5 21.7 23.0 24.8 22.8 24.3 26.1 24.0 25.5 27.5 25.1 26.7 28.0 26.3 27.9 28.0 3.79 4.03 4.15 3.60 3.72 3.72 3.37 3.37 3.37 3.08 3.08 3.08 2.84 2.84 2.84 2.63 2.63 2.63 25.6 27.2 28.0 27.1 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 3.18 3.18 3.18 2.85 2.85 2.85 2.58 2.58 2.58 2.36 2.36 2.36 2.18 2.18 2.18 2.02 2.02 2.02 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 2.43 2.43 2.43 2.17 2.17 2.17 1.97 1.97 1.97 1.80 1.80 1.80 1.66 1.66 1.66 1.54 1.54 1.54 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 2.07 2.07 2.07 1.86 1.86 1.86 1.68 1.68 1.68 1.54 1.54 1.54 1.42 1.42 1.42 1.31 1.31 1.31 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 Slab thickness [m] Loading q* [kn/m 2 ] 0.22 0.24 0.26 0.28 0.30 0.35 7.6 8.1 8.7 9.2 9.8 11.3 Secondary beam spacing a [m] Perm. span for main girder Prop spacing c [m] 0.60 0.90 1.20 1.50 1.80 2.10 2.40 0.75 0.625 0.50 0.625 0.50 0.40 0.625 0.50 0.40 0.625 0.50 0.40 0.625 0.50 0.40 0.50 0.40 2.99 3.18 3.42 3.09 3.33 3.59 3.02 3.25 3.50 2.95 3.17 3.42 2.88 3.11 3.35 2.96 3.19 13.7 14.5 15.7 15.1 16.3 17.5 15.7 16.9 18.2 16.2 17.5 18.8 16.9 18.2 19.6 20.1 21.6 2.99 3.18 3.42 3.09 3.33 3.59 3.02 3.25 3.50 2.95 3.17 3.39 2.88 3.11 3.19 2.75 2.75 20.5 21.8 23.5 22.7 24.4 26.3 23.5 25.3 27.3 24.3 26.2 28.0 25.3 27.3 28.0 28.0 28.0 2.99 3.06 3.06 2.87 2.87 2.87 2.69 2.69 2.69 2.54 2.54 2.54 2.39 2.39 2.39 2.06 2.06 27.4 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 2.45 2.45 2.45 2.29 2.29 2.29 2.16 2.16 2.16 2.03 2.03 2.03 1.91 1.91 1.91 1.65 1.65 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 1.88 1.88 1.88 1.76 1.76 1.76 1.65 1.65 1.65 1.56 1.56 1.56 1.47 1.47 1.47 1.26 1.26 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 1.43 1.43 1.43 1.34 1.34 1.34 1.26 1.26 1.26 1.19 1.19 1.19 1.12 1.12 1.12 0.96 0.96 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 1.22 1.22 1.22 1.15 1.15 1.15 1.08 1.08 1.08 1.02 1.02 1.02 0.96 0.96 0.96 0.82 0.82 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 22
B5 Design tables MULTIFLEX GT 24 Girders as slab beams Slab thickness [m] Loading q* [kn/m 2 ] Secondary beam spacing a [m] Perm. span for main girder Prop spacing c [m] 0.60 0.90 1.20 1.50 1.80 2.10 2.40 0.40 0.45 0.50 0.60 0.70 0.80 0.90 1.00 12.9 14.4 16.0 19.1 22.2 25.4 28.5 31.4 0.50 0.40 0.50 0.40 0.50 0.40 0.50 0.40 0.50 0.40 0.50 0.40 0.50 0.40 0.50 0.40 2.83 3.05 2.73 2.94 2.64 2.84 2.42 2.44 2.10 2.10 1.84 1.84 1.64 1.64 1.49 1.49 21.9 23.6 23.6 25.5 25.3 27.3 27.8 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 2.42 2.42 2.15 2.15 1.94 1.94 1.63 1.63 1.40 1.40 1.23 1.23 1.09 1.09 0.99 0.99 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 1.81 1.81 1.62 1.62 1.46 1.46 1.22 1.22 1.05 1.05 0.92 0.92 0.82 0.82 0.74 0.74 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 1.45 1.45 1.29 1.29 1.17 1.17 0.98 0.98 0.84 0.84 0.74 0.74 0.66 0.66 0.59 0.59 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 1.11 1.11 0.99 0.99 0.89 0.89 0.75 0.75 0.64 0.64 0.56 0.56 0.50 0.50 0.46 0.46 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 0.85 0.85 0.76 0.76 0.68 0.68 0.57 0.57 0.49 0.49 0.43 0.43 0.38 0.38 0.35 0.35 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 0.72 0.72 0.65 0.65 0.58 0.58 0.49 0.49 0.42 0.42 0.37 0.37 0.33 0.33 0.30 0.30 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 28.0 * Loading to DIN 4421: Formwork load g = 0.40 kn/m 2 Concrete load b = 26 kn/m 3 x d (m) Live load p = 0.20 x b 1.5 p 5.0 kn/m 2 Total load q = g + b + p The deflection has been limited to l/500. Main girder support at node intersections. Secondary girders assumed single span. Table values mean the following: 2.87 Perm. main beam spacing b [m] 28.0 Existing prop load [kn] b Main beam spacing b Secondary beam spacing a a a a Beam length Item no. 0.90m 075100 1.20m 075120 1.50m 075150 1.80m 075180 2.10m 075210 2.40m 075240 2.70m 075270 3.00m 075300 3.30m 075330 3.60m 075360 3.90m 075390 4.20m 075420 4.50m 075450 4.80m 075480 5.10m 075510 5.40m 075540 5.70m 075570 6.00m 075600 c c c Prop spacing 23
B5 Design tables MULTIFLEX VT 20K Girders as slab beams Slab thickness [m] Loading q* [kn/m 2 ] 0.10 0.12 0.14 0.16 0.18 0.20 4.5 5.0 5.5 6.1 6.6 7.1 Secondary beam spacing a [m] Perm. span for main girder Prop spacing c [m] 0.60 0.90 1.20 1.50 1.80 2.10 2.40 0.75 0.625 0.50 0.75 0.625 0.50 0.75 0.625 0.50 0.75 0.625 0.50 0.75 0.625 0.50 0.75 0.625 0.50 3.10 3.30 3.55 2.94 3.13 3.37 2.81 2.99 3.22 2.70 2.87 3.09 2.60 2.77 2.98 2.52 2.68 2.89 8.4 8.9 9.6 8.9 9.4 10.1 9.3 9.9 10.7 9.8 10.4 11.2 10.3 10.9 11.8 10.7 11.4 12.3 3.10 3.30 3.55 2.94 3.13 3.37 2.81 2.99 3.22 2.70 2.87 3.09 2.60 2.77 2.98 2.52 2.68 2.89 12.6 13.4 14.4 13.3 14.1 15.2 14.0 14.9 16.0 14.7 15.6 16.9 15.4 16.4 17.7 16.1 17.1 18.4 3.10 3.30 3.55 2.94 3.13 3.37 2.81 2.99 3.22 2.70 2.87 3.03 2.60 2.77 2.79 2.52 2.58 2.58 16.8 17.8 19.2 17.7 18.8 20.3 18.7 19.9 21.4 19.6 20.9 20.6 21.8 22.0 21.5 22.0 22.0 22.0 3.10 3.26 3.26 2.92 2.92 2.92 2.65 2.65 2.65 2.42 2.42 2.42 2.23 2.23 2.23 2.07 2.07 2.07 21.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 2.50 2.50 2.50 2.24 2.24 2.24 2.03 2.03 2.03 1.86 1.86 1.86 1.71 1.71 1.71 1.59 1.59 1.59 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 1.91 1.91 1.91 1.71 1.71 1.71 1.55 1.55 1.55 1.42 1.42 1.42 1.30 1.30 1.30 1.21 1.21 1.21 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 1.54 1.54 1.54 1.38 1.38 1.38 1.25 1.25 1.25 1.15 1.15 1.15 1.06 1.06 1.06 0.98 0.98 0.98 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 Slab thickness [m] Loading q* [kn/m 2 ] 0.22 0.24 0.26 0.28 0.30 0.35 7.6 8.1 8.7 9.2 9.8 11.3 Secondary beam spacing a [m] Perm. span for main girder Prop spacing c [m] 0.60 0.90 1.20 1.50 1.80 2.10 2.40 0.75 0.625 0.50 0.625 0.50 0.40 0.625 0.50 0.40 0.625 0.50 0.40 0.625 0.50 0.40 0.50 0.40 2.45 2.60 2.80 2.53 2.73 2.94 2.47 2.66 2.86 2.41 2.60 2.80 2.36 2.54 2.74 2.42 2.61 11.2 11.9 12.8 12.4 13.3 14.3 12.8 13.8 14.9 13.3 14.3 15.4 13.8 14.9 16.0 16.4 17.7 2.45 2.60 2.80 2.53 2.73 2.94 2.47 2.66 2.82 2.41 2.60 2.66 2.36 2.50 2.50 2.16 2.16 16.8 17.8 19.2 18.5 20.0 21.5 19.2 20.7 22.0 19.9 21.5 22.0 20.7 22.0 22.0 22.0 22.0 2.41 2.41 2.41 2.25 2.25 2.25 2.12 2.12 2.12 2.00 2.00 2.00 1.88 1.88 1.88 1.62 1.62 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 1.92 1.92 1.92 1.80 1.80 1.80 1.69 1.69 1.69 1.60 1.60 1.60 1.50 1.50 1.59 1.30 1.30 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 1.48 1.48 1.48 1.38 1.38 1.38 1.30 1.30 1.30 1.23 1.23 1.23 1.15 1.15 1.15 1.00 1.00 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 1.13 1.13 1.13 1.05 1.05 1.05 0.99 0.99 0.99 0.93 0.93 0.93 0.88 0.88 0.88 0.76 0.76 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 0.91 0.91 0.91 0.85 0.85 0.85 0.80 0.80 0.80 0.76 0.76 0.76 0.71 0.71 0.71 0.61 0.61 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 24
B5 Design tables MULTIFLEX VT 20K Girders as slab beams Slab thickness [m] Loading q* [kn/m 2 ] Secondary beam spacing a [m] Perm. span for main girder Prop spacing c [m] 0.60 0.90 1.20 1.50 1.80 2.10 2.40 0.40 0.45 0.50 0.60 0.70 0.80 0.90 1.00 12.9 14.4 16.0 19.1 22.2 25.4 28.5 31.4 0.50 0.40 0.50 0.40 0.50 0.40 0.50 0.40 0.50 0.40 0.50 0.40 0.50 0.40 0.50 0.40 2.32 2.50 2.23 2.40 2.16 2.29 1.92 1.92 1.65 1.65 1.45 1.45 1.29 1.29 1.17 1.17 17.9 19.3 19.3 20.8 20.7 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 1.90 1.90 1.69 1.69 1.53 1.53 1.28 1.28 1.10 1.10 0.96 0.96 0.86 0.86 0.78 0.78 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 1.42 1.42 1.27 1.27 1.15 1.15 0.96 0.96 0.82 0.82 0.72 0.72 0.64 0.64 0.58 0.58 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 1.14 1.14 1.02 1.02 0.92 0.92 0.77 0.77 0.66 0.66 0.58 0.58 0.51 0.51 0.47 0.47 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 0.87 0.87 0.78 0.78 0.70 0.70 0.59 0.59 0.51 0.51 0.44 0.44 0.40 0.40 0.36 0.36 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 0.67 0.67 0.59 0.59 0.54 0.54 0.45 0.45 0.39 0.39 0.34 0.34 0.30 0.30 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 0.54 0.54 0.48 0.48 0.43 0.43 0.36 0.36 0.31 0.31 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 * Loading to DIN 4421: Formwork load g = 0.40 kn/m 2 Concrete load b = 26 kn/m 3 x d (m) Live load p = 0.20 x b 1.5 p 5.0 kn/m 2 Total load q = g + b + p The deflection has been limited to l/500. Secondary girders assumed single span. Table values mean the following: 2.25 Perm. main beam spacing b [m] 22.0 Existing prop load [kn] Beam length Item no. 1.45m 074990 2.15m 074905 2.45m 074910 2.65m 074890 2.90m 074920 3.30m 074930 3.60m 074940 3.90m 074950 4.50m 074960 4.90m 074970 5.90m 074980 Main beam spacing b b a Secondary beam spacing a a a c c c Prop spacing 25
B5 Design tables MULTIFLEX Secondary Girder: GT 24 / Main Girder: 2x GT 24 Slab thickness [m] Loading q* [kn/m 2 ] Secondary beam spacing a [m] Perm. span for main girder Prop spacing c [m] 0.60 0.90 1.20 1.50 1.80 0.22 0.24 0.25 0.26 0.28 7.6 8.1 8.4 8.7 9.2 0.75 0.625 0.50 0.625 0.50 0.40 0.625 0.50 0.40 0.625 0.50 0.40 0.625 0.50 0.40 2.99 3.18 3.42 3.09 3.33 3.59 3.06 3.29 3.55 3.02 3.25 3.50 2.95 3.17 3.42 13.6 14.5 15.6 15.0 16.2 17.4 15.4 16.6 17.9 15.8 17.0 18.3 16.3 17.5 18.9 2.99 3.18 3.42 3.09 3.33 3.59 3.06 3.29 3.55 3.02 3.25 3.50 2.95 3.17 3.42 20.5 21.8 23.4 22.5 24.3 26.2 23.1 24.9 26.8 23.6 25.4 27.4 24.4 26.2 28.3 2.99 3.18 3.42 3.09 3.33 3.59 3.06 3.29 3.55 3.02 3.25 3.50 2.95 3.17 3.42 27.3 29.0 31.2 30.0 32.4 34.9 30.8 33.2 35.8 31.5 33.9 36.5 32.6 35.0 37.8 2.99 3.18 3.42 3.09 3.33 3.59 3.06 3.29 3.55 3.02 3.25 3.50 2.95 3.17 3.42 34.1 36.3 39.0 37.5 40.5 43.6 38.6 41.5 44.7 39.4 42.4 45.7 40.7 43.7 47.2 2.99 3.18 3.42 3.09 3.33 3.59 3.06 3.29 3.55 3.02 3.25 3.50 2.95 3.17 3.38 40.9 43.5 46.8 45.1 48.6 52.3 46.3 49.7 53.7 47.3 50.9 54.8 48.9 52.5 56.0 Slab thickness [m] Loading q* [kn/m 2 ] Secondary beam spacing a [m] 0.30 0.35 0.40 0.50 0.60 0.70 0.80 0.90 1.00 9.8 11.3 12.9 16.0 19.1 22.2 25.4 28.5 31.4 0.625 0.50 0.40 0.50 0.40 0.50 0.40 0.50 0.40 0.50 0.40 0.40 0.40 0.40 0.40 Perm. span for main girder Prop spacing c [m] * Load to DIN 4421: Dead load g = 0.40 kn/m 2 Concrete load b = 26 kn/m 3 x d (m) Live load p = 0.20 x b 1.5 p 5.0 kn/m 2 Total load 0.60 0.90 1.20 1.50 1.80 2.88 3.11 3.35 2.97 3.21 2.83 3.05 2.64 2.84 2.42 2.68 2.51 2.35 2.22 2.07 16.9 18.3 19.7 20.1 21.8 21.9 23.6 25.3 27.3 27.7 30.7 33.4 35.8 38.0 39.0 2.88 3.11 3.35 2.97 3.21 2.83 3.05 2.64 2.84 2.42 2.68 2.51 2.35 2.18 1.98 25.4 27.4 29.5 30.2 32.6 32.9 35.4 38.0 40.9 41.6 46.1 50.1 53.7 56.0 56.0 2.88 3.11 3.35 2.97 3.21 2.83 3.05 2.64 2.84 2.42 2.44 2.10 1.84 1.64 1.49 33.9 36.6 39.4 40.3 43.5 43.8 47.2 50.7 54.5 55.5 56.0 56.0 56.0 56.0 56.0 2.88 3.11 3.35 2.97 3.21 2.83 2.89 2.33 2.33 1.95 1.95 1.68 1.47 1.31 1.19 42.3 45.7 49.2 50.3 54.4 54.8 56.0 56.0 56.0 56.0 56.0 56.0 56.0 56.0 56.0 2.88 3.11 3.17 2.75 2.75 2.41 2.41 1.94 1.94 1.63 1.63 1.40 1.22 1.09 0.99 50.8 54.9 56.0 56.0 56.0 56.0 56.0 56.0 56.0 56.0 56.0 56.0 56.0 56.0 56.0 q = g + b + p Main girder spacing b b a Secondary girder spacing a a a The deflection has been limited to 1/500. Main girder support at node intersections. Secondary girders assumed single span. Table values mean the following: 3.17 perm. spacing of main girders [m] 56.0 actual prop load [kn] One GT 24 is sufficient as main girder when prop loads < 28.0 kn Prop spacing c c 26
B5 Design tables MULTIFLEX Secondary Girder: VT 20K / Main Girder: 2x VT 20K Slab thickness [m] Loading q* [kn/m 2 ] Secondary beam spacing a [m] Perm. span for main girder Prop spacing c [m] 0.50 0.75 1.00 1.25 1.50 1.75 Slab thickness [m] Loading q* [kn/m 2 ] 0.22 0.24 0.25 0.26 0.28 7.6 8.1 8.4 8.7 9.2 0.75 0.625 0.50 0.625 0.50 0.40 0.625 0.50 0.40 0.625 0.50 0.40 0.625 0.50 0.40 2.45 2.60 2.80 2.53 2.73 2.94 2.50 2.69 2.90 2.47 2.66 2.86 2.41 2.60 2.80 9.30 9.90 10.7 10.3 11.1 12.0 10.5 11.3 12.2 10.7 11.5 12.4 11.1 11.9 12.9 2.45 2.60 2.80 2.53 2.73 2.94 2.50 2.69 2.90 2.47 2.66 2.86 2.41 2.60 2.80 14.0 14.9 16.0 14.5 15.6 16.8 15.8 16.9 18.3 16.0 17.3 18.6 16.6 17.9 19.3 2.45 2.60 2.80 2.53 2.73 2.94 250 2.69 2.90 2.47 2.66 2.86 2.41 2.60 2.80 18.7 19.8 21.3 20.6 22.2 23.9 21.0 22.6 24.4 21.4 23.0 24.8 22.1 23.9 25.7 2.45 2.60 2.80 2.53 2.73 2.94 2.50 2.69 2.90 2.47 2.66 2.86 2.41 2.60 2.80 23.3 24.8 26.7 25.7 27.8 29.9 26.3 28.2 30.5 26.7 28.8 31.0 27.7 29.8 32.1 2.45 2.60 2.80 2.53 2.73 2.94 2.50 2.69 2.90 2.47 2.66 2.86 2.41 2.60 2.80 28.0 29.7 32.0 30.9 33.3 35.9 31.5 33.9 36.5 32.1 34.6 37.2 33.2 35.8 38.6 2.45 2.60 2.80 2.53 2.73 2.94 2.50 2.69 2.90 2.47 2.66 2.86 2.41 2.60 2.74 32.7 34.7 37.3 36.0 38.9 41.9 36.8 39.5 42.6 37.4 40.3 43.3 38.7 41.8 44.0 0.30 0.35 0.40 0.45 0.50 9.8 11.3 12.9 14.4 16.0 Secondary beam spacing a [m] Perm. span for main girder Prop spacing c [m] 0.50 0.75 1.00 1.25 1.50 1.75 * Load to DIN 4421: 0.625 0.50 0.40 0.50 0.40 0.50 0.40 0.50 0.40 0.50 0.40 2.36 2.54 2.74 2.43 2.62 2.32 2.50 2.24 2.41 2.16 2.32 11.5 12.4 13.4 13.8 14.8 14.9 16.1 16.2 17.4 17.3 18.6 2.36 2.54 2.74 2.43 2.62 2.32 2.50 2.24 2.41 2.16 2.32 17.3 18.6 20.1 20.6 22.2 22.4 24.2 24.3 26.1 25.9 27.8 2.36 2.54 2.74 2.43 2.62 2.32 2.50 2.24 2.41 2.16 2.32 23.0 24.8 26.7 27.5 29.7 29.9 32.2 32.3 34.8 34.6 37.1 2.36 2.54 2.74 2.43 2.62 2.32 2.50 2.24 2.41 2.16 2.32 28.8 31.0 33.4 34.4 37.1 37.4 40.3 40.4 43.5 43.2 44.0 2.36 2.54 2.74 2.43 2.59 2.28 2.28 2.03 2.03 1.83 1.83 34.6 37.2 40.1 41.3 40.0 44.0 44.0 44.0 44.0 44.0 44.0 2.36 2.54 2.58 2.22 2.22 1.95 1.95 1.74 1.74 1.57 1.57 40.3 43.4 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 Dead load g = 0.40 kn/m 2 Concrete load b = 26 kn/m 3 x d (m) Live load p = 0.20 x b 1.5 p 5.0 kn/m 2 b b Main girder spacing a a a a = Secondary girder spacing Total load q = g + b + p The deflection has been limited to 1/500. Secondary girders assumed single span. Table values mean the following: 2.58 perm. spacing of main girders [m] 44.0 actual prop load [kn] One VT 20K is sufficient as main girder when prop loads < 22.0 kn Prop spacing c c 27
B5 Design tables Edge formwork Formwork bracket-2, Slab Stopend Bar 105, Stopend Sleeve 15 Formwork Bracket-2 Permissible spacings [m] depending on the slab depth and overhang. f d Slab thickn. d Overhang f [m] [m] 0.10 0.20 0.30 0.40 0.45 0.20 2.50 2.50 2.50 1.85 1.60 0.30 1.00 1.00 1.00 1.00 1.00 The above values relate to the load capacity of the formwork bracket. Depending on the formlining smaller spacings may be required. The maximum anchor tension force is 6.5 kn and the shear force 5.3 kn. Slab Stopend Bar 105 Permissible spacings [m] depending on the slab depth. d Slab thickness d [m] 0.20 0.30 0.40 0.50 Allowing for load on the handrail post Not allowing for load on the handrail post 1.45 1.10 0.90 0.80 3.00 1.60 1.20 1.00 The maximum deflection at the top has been limited to 3 mm. The maximum anchor tension force is 6.5 kn. Stopend Sleeve 15 Concrete strength required depending on the anchor tension force. Anchor tens. Z [kn] 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5* Concrete strengths required [N/mm 2] 4.5 5.5 6.3 7.2 8.2 9.1 10.0 10.9 11.8 Z * maximum permissible anchor tension force for stopend sleeve 15 28
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B5 Design tables Beam UZ beam formwork Permissible width [m] of load that may be carried by UZ 40 beam bracket depending on the depth of the beam and slab Beam depth: h [m] 0.30 0.40 0.50 0.60 0.70 0.80 Slab thickness: d [m] Version 1 2 Version 1 2 Version 1 2 Version 1 2 Version 1 2 Version 1 2 1x GT 24 2x VT 20 1x GT 24 2x VT 20 2x GT 24 2x VT 20 2x GT 24 2x VT 20 2x GT 24 3x VT 20 2x GT 24 3x VT 20 0 0.20 0.25 0.30 0.35 2.20 4.00 1.85 3.50 1.80 3.00 1.55 2.75 1.35 2.25 *1.05 *1.65 1.70 3.65 1.35 2.85 1.60 2.50 1.40 1.80 *1.05 *1.35 *0.75 *1.05 1.65 3.45 1.30 2.70 1.55 2.25 1.35 1.65 *1.00 *1.25 *0.70 *0.95 1.55 3.30 1.15 2.40 1.50 2.00 1.30 1.50 *0.95 *1.15 *0.65 *0.90 1.50 3.20 1.00 2.15 1.45 1.75 1.25 1.35 *0.90 *1.05 *0.60 *0.80 The maximum deflection is 1/500 Version 1: Side form with one or two GT 24s (vertical) h d h d Version 2: Side form with two or three VT 20s (horizontal) *) Timber on end in the UZ 40 beam bracket is 10 x 8 cm (rather than 8 x 8 cm) The above values relate to the load capacity of the UZ 40 beam bracket, the upright 8x8 cm timbers and the secondary girders shown on the drawings. Depending on the formlining used, additional secondary girders may be needed. Separate structural calculations must be provided to show the sub-structure can carry the imposed loads. The equivalent load (V/100) acting horizontally and the pressures arising on one side (eg the edge beam) are to be taken by a restraint provided by the client. Version 3: Packing for the beam soffit formwork d h d = slab depth h = beam depth 30
B5 Design tables Beam AW Stopend Angle Permissible width [m] of load that can be carried by AW stopend angle depending on the depth of slab and beam, and type of fixing. Height of side form- 0.20 0.25 0.30 0.35 work h [m] nailing on clamping nailing on clamping nailing on clamping nailing on clamping SKY- plywood. timber timber SKY- plywood. timber timber SKY- plywood. timber timber SKY- plywood. timber timber DECK* 21 mm girder girder DECK* 21 mm girder girder DECK* 21 mm girder girder DECK* 21 mm girder girder Slab thickness d [m] 0 2.50 2.50 2.50 2.50 1.60 2.50 2.50 2.50 0.90 1.50 2.50 2.50 0.60 0.90 1.60 2.50 0.20 0.90 1.45 2.50 2.50 0.70 1.10 1.80 2.50 0.50 0.80 1.40 1.90 0.40 0.65 1.10 1.50 0.25 0.80 1.25 2.10 2.50 0.60 0.90 1.60 2.10 0.45 0.70 1.20 1.70 0.58 1.00 1.35 0.30 0.70 1.10 1.80 2.50 0.50 0.80 1.40 1.90 0.40 0.65 1.10 1.50 0.50 0.90 1.20 0.35 0.60 0.95 1.65 2.20 0.45 0.70 1.25 1.70 0.58 1.00 1.30 0.45 0.80 1.10 0.40 0.55 0.85 1.50 2.00 0.40 0.65 1.10 1.50 0.50 0.90 1.20 0.40 0.70 1.00 Height of side form- 0.40 0.50 0.60 work h [m] Substructure Substructure Slab thickness d [m] nailing on clamping nailing on clamping nailing on clamping SKY- plywood. timber timber SKY- plywood. timber timber SKY- plywood. timber timber DECK* 21 mm girder girder DECK* 21 mm girder girder DECK* 21 mm girder girder 0 0.40 0.60 1.05 2.50 0.50 1.60 1.10 0.20 0.50 0.90 1.25 0.65 0.90 0.50 0.67 0.25 0.45 0.80 1.10 0.60 0.80 0.45 0.60 0.30 0.40 0.70 1.00 0.53 0.70 0.40 0.55 0.35 0.65 0.90 0.50 0.65 0.50 0.40 0.60 0.80 0.45 0.60 0.48 Separate structural calculations must be provided to show the sub-structure is adequate to carry the loads arising. The equivalent load (V/100) acting horizontally and the pressure arising on one side (eg edge beam) are to be taken by a restraint provided by the client. Nail with eight 3.1 mm dia nails (6 at the front and 2 at the back) * The AW safety handrail post must not be used on SKYDECK panels. 1. Slab stopend 2. Slab with edge beam 3. Slab with T-beam h d h h 31
Weight kg Item no. GT 24 Girder German Approval Certificate No. Z-9.1-157 Perm. Shear Force Q D = 14,0kN* * Q D = Permiss. shear force on compression struts Perm. Shear Force Q Z = 13,0kN** **Q Z = Permiss. shear force on tension struts Perm. Bending Moment M = 7,0kNm Moment of Inertia l y = 8000cm 4 918 1214 1510 1806 2102 2398 2694 2990 3286 3582 3878 4174 4470 4766 5062 5358 5654 5950 Nominal Lengths 0,60m RF 4,45 075090 0,90m 5,30 075100 1,20m 7,10 075120 To simplify handling the most 1,50m 8,90 075150 common GT 24 Girders are 1,80m 10,60 075180 colour coded for length. 2,10m 12,40 075210 2,40m 14,20 075240 brown 2,70m 15,90 075270 grey 3,00m 17,70 075300 blue 3,30m 19,50 075330 red 3,60m 21,20 075360 green 3,90m 23,00 075390 4,20m 24,80 075420 4,50m 26,60 075450 4,80m 28,30 075480 5,10m 30,10 075510 5,40m 31,90 075540 5,70m 33,60 075570 6,00m 35,40 075600 GT 24 Special Lengths 5,90/m 075000 6,00-17,80m Girder Joint 070700 Girder end 163 296 311 Girder joint 296 296 296 = standard joint spacing 240 60 120 60 55 30 80 1 80 28 End Protection Cap GT 24, galv. 0,06 070750 For protecting timber chord of girder against being sawn off accidentally. 32
Weight kg Item no. VT 20K Girder With steel end caps. German Approval Certificate No. Z-9.1-216 perm. Q = 11,0kN perm. M = 5,0kNm l y = 4290cm 4 200 40 120 40 22 27 80 50 140 140 Nominal lengths 1,45m 8,60 074990 2,15m 12,70 074905 2,45m 14,50 074910 2,65m 15,60 074890 2,90m 17,10 074920 3,30m 19,50 074930 3,60m 21,20 074940 3,90m 23,00 074950 4,50m 26,70 074960 4,90m 28,90 074970 5,90m 34,80 074980 Cutting Cost VT Girder 074900 1450 2150 2450 2650 2900 3300 3600 3900 4500 4900 5900 VT 16K Girder* German Approval Certificate No. Z-9.1-216 Perm. Shear Force Q = 8,5kN Perm. Bending Moment M = 3,5kNm Moment of Inertia l y = 2420cm 4 160 40 80 40 * is no longer produced 27 80 Nominal Lengths 2,45m 11,30 074610 2,90m 13,30 074620 3,30m 15,20 074630 3,60m 16,60 074640 3,90m 17,90 074650 4,90m 22,50 074660 5,90m 27,10 074670 2450 2900 3300 3600 3900 4900 5900 Cutting Cost VT Girder 074900 33
MULTIFLEX and Accessories Weight kg Item no. Crosshead 20/24 S, galv. 3,24 028680 Required diameter of hole in the With self-locking coupling. endplate of the prop ø 40mm. Providing stable support for single or twin GT 24 or VT 20K Girders. Girder overlap at both ends of at least 163mm in the case of the GT 24, 15cm with VT 20K. ø 6 240 210 170 80 280 ø 10 161 64 155 125 85 359 201 Crosshead 20/24, galv 3,12 027890 Without self-locking coupling. Accessories: Pin ø 14x107, galv. 0,15 027990 Cotter Pin FS 4/1, galv. 0,03 018060 Clawhead 24 S, galv. 1,67 028890 Required diameter of hole in the With self-locking coupling. endplate of the prop ø 40mm. For supporting the GT 24 Girder at any location without nailing. Clawhead 24 L, galv. 1,55 028880 Without self-locking coupling. Accessories: Pin ø 14x107, galv. 0,15 027990 Cotter Pin 4/1, galv. 0,03 018060 With clawhead 24 S or 24 L, girders GT 24 can even be supported outside the node points with max. reaction at supports of 28kN being taken by the girder. 34
Weight kg Item no. Crosshead 16 S, galv.* 3,00 028690 Required diameter of hole in the With self-locking coupling. endplate of the prop ø 40mm. Providing stable support for single or twin VT 16K Girders. Cantilever of Girders at each end min. 150mm. * is no longer produced ø 6 240 210 170 80 140 161 155 125 85 44 319 161 Crosshead 16, galv.* 2,88 028700 Without self-locking coupling. * is no longer produced Accessories: Pin ø 14x107, galv. 0,15 027990 Cotter Pin 4/1, galv. 0,03 018060 Clawhead 16/20 S, galv. 1,06 028660 Required diameter of hole in the With self-locking coupling. endplate of the prop ø 40mm. For supporting the VT 20K or VT 16K Girder at any location without nailing. Clawhead 16/20, galv. 0,94 028670 Without self-locking coupling. Accessories: Pin ø 14x107, galv. 0,15 027990 Cotter Pin 4/1, galv. 0,03 018060 35