Design Tables 2015 Formwork and Shoring

Transcription

1 Design Tables 2015 Formwork and Shoring Design Tables 2015 e 2 e 1 F 1 F 2 h q A 20 I Q q q x I 2 Q F1 F 1 x I e 1 I Q F2 F 2 x I e 2 I Updated version 1

2 Edition PERI Formwork Scaffolding Engineering Rudolf-Diesel-Strasse Weissenhorn Germany Tel. +49 (0) Fax +49 (0) Important notes Without exception, all current safety regulations and guidelines must be observed in those countries where our products are used. The systems or items shown might not be available in every country. Details of systematic and safety-related installation that have been correctly implemented can be found in the relevant Instructions for Assembly and Use. Specific information as well as technical date must be strictly observed. Any deviations require separate static proof; incorrect use also presents a safety risk. The information contained herein is subject to technical changes in the interests of progress. Errors and typographical mistakes reserved.

3 Content General 3 Conversion Tables 4 Design Concept 6 DIN Fresh Concrete Pressure 8 DIN Tolerances in Building Construction Formlining 10 Formlining 15 Timber Boarding Formwork Girders 18 GT 24 Girder 20 VT 20 Girder 21 MPB 24 Girder Wall Formwork 22 VARIO GT VARIO GT 24 Stopend Formwork 37 VARIO GT 24 Compensations 38 VARIO GT 24 Height Extensions 40 VARIO GT 24 Steel Waler SRZ U VARIO GT 24 Steel Waler SRZ, SRU U VARIO GT 24 Steel Waler SRZ, SRU U Universal Coupling UK VARIO GT 24 Column Formwork 48 Brace Frames SB-A0, A, B, C 56 Brace Frames SB-1, 2 58 Push-Pull Props, Kickers 62 Anchor Bolts 63 Compression Spindles SKS, CB, VARIOKIT 64 Heavy-Duty Spindles SS and SCS 66 RUNDFEX, Compensation Timbers 69 Tie Rod DW 15, 20, 26.5 Slab Formwork 70 MUTIFEX GT 24 Girder 72 MUTIFEX VT 20 Girder 74 MUTIFEX Main Girder 2 x GT MUTIFEX Main Girder 2 x VT MUTIFEX Main Girder 2 x GT 24 on ST Formwork Bracket-2 79 Slab Stopend Bar Stopend Sleeve Slab Table Table Swivel Head 84 Slab Table Table Module VT 86 Slab Table VARIODECK 87 Slab Table Compensations 88 SKYDECK 92 Beam Formwork UZ 93 Beam Waler UZR 190/1 94 Stopend Angle AW 95 Slab Props according to DIN Slab Props PEP Ergo 101 Slab Props PEP Slab Props PEP Slab Props PEP Slab Props MUTIPROP Shoring Systems 108 HD 200 Heavy-Duty Prop 110 PERI UP Rosett Shoring Tower 116 ST 100 Stacking Tower 122 PD 8 Slab Table General Tables 124 General Tables and Formulae * Reproduced here courtesy of the German Standardisation Institute (DIN Deutsches Institut für Normung e. V.). V. Decisive for the application of the DIN standard is the version with the latest date of issue which is available from Beuth Verlag GmbH, Burggraf 6, Berlin, Germany. 1

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5 Conversion Tables Metric System vis-à-vis the Anglo-American System ength 1 Meile 1 Yard 1 Foot 1 Inch 1 Meter Yard Foot Inch Meter/cm 1760 yd 5280 ft in m 3 ft 36 in m yd 12 in m yd ft 2.54 cm yd ft in mm / / / / / / / / / Area 1 Meile 2 1 Yard 2 1 Foot 2 1 Inch 2 1 Meter 2 1 Acre Yard 2 Foot 2 Inch 2 Meter 2 /cm yd ft in m 2 9 ft in m yd in m yd ft cm yd ft 2 15 in yd ft in m 2 Volume 1 Yard 3 1 Foot 3 1 Inch 3 1 Meter 3 1 Gallone UK 1 Gallone US Weight Yard 3 Foot 3 Inch 3 Meter 3 /iter 27 ft in m yd in m yd ft m yd ft in yd ft in iter yd ft in iter Force, oad, Stress 1 Pound 1 Kilogramm 1 US-Tonne 1 UK-Tonne 1 Metric Tonne 1 Ounce Temperature x º Celsius x º Fahrenheit Pounds Kilogramm kg lbs 2000 lbs kg 2240 lbs 1016 kg lbs 1000 kg lbs kg º Celsius º Fahrenheit x 9/5 +32 (x-32) 5/9 1 lbs 1 kip 1 N 1 kn 1 lbs/ft 1 kn/m 1 ksi (kips/in 2 ) 1 psi (lbs/in 2 ) 1 psf (lbs/ft 2 ) 1 kn/m 2 1 lbs/ft 3 Newton Pounds N 4448 N 1000 lbs lbs lbs = kips kn/m 68.6 lbs/ft 6.89 MN/m psi 6.89 kn/m kn/m lbs/ft kn/m 3 1 kn/m lbs/ft 3 3

6 Design Concept with Partial Safety Factors Static calculations according to state-of-the-art technology In Germany and Europe, the design concept with partial safety factors has been considered as standard practice for some time now. Here, the design values of the actions (loads) are com- pared to the resistances (load-bearing capacities) of the static system. This is done on the design level (Index d for design ) and achieved through the increase of the characteristic actions and reduction of the characteristic resistances (Index k) with corresponding partial safety factors. The safety level remains the same. Method of proof: E d R d with E d = E ( F d ), F d = γ F F k and R d = R k γ M Resistance side R k Characteristic value of the resistance (maximum load-bearing capacity to be applied; for steel, e.g. the yield strength). R d γ M Design value of the resistance. Partial safety factor for resistances depending on the type of material Steel: γm = 1.10 Timber: γm = 1.30 In addition, the following applies for timber: R d = k mod R k γ M k mod Modification factor to consider regarding the moisture content of the timber and load duration. oad side F k Characteristic value of an action (e.g. actual dead weight, assumed live load, assumed wind load). E d γ F Design value of an effect (e.g. internal forces or stresses) due to the sum of all actions F d from a load combination. Partial safety factor for actions depending on the type of action and according to the load combination (e.g. γ F = 1.35 for dead weight or γ F = 1. for live loads and wind loads). Background: Characteristic resistance values are generally determined by means of calculations of known limit stresses or through tests. In this respect, the 95%-fractile principle generally applies. This means that in statistical terms, 95% of all failure values are highter than the characteristic resistance. Warning: The characteristic (actual) values of the actions are always to be increased with the partial safety factor γf in order to be able to compare them with the design values of the resistance. Principle of the design method with partial safety factors R k R d E d γ M F k } R d E d γ F Note: Separate tables with design values R d, which are to be used for the new concept with partial safety factors, are expressly indicated by PERI. The design values can, after division by γ F = 1.5, also be used as a permissible load for the procedure with an absolute safety factor. 4

7 The Old Design Concept with Absolute Safety Factor Achieving the result faster For carrying out quick and rough calculations on the construction site, calculations done according to the old design concept with an absolute safety factor are common and generally produce faster results. Method of proof: Therefore, PERI continues to provide the user with only permissible loads and the resulting reaction forces in the design tables. F limit F vorh. F perm. ( = R k with F perm. = γ tot γ M γ F ) Effective safety against failure is given for both design methods. The only important thing is that it is clear to the user which value is to be used. Resistance side F limit F perm. oad-bearing capacity limit (maximum load-bearing capacity to be applied; for steel, e.g. the yield strength) corresponds to the characteristic value of the resistance R k. Permissible load-bearing capacity. oad side F actual Actual action (e.g. actual dead load, assumed live load, assumed wind load) corresponds to the characteristic value of the action F k. Note: This design method corresponds to DIN Through the assumption of a determined safety factor for actions of γ F = 1.5, this proof is on the safe side. γ tot Absolute safety factor depending on the type of material Steel: γ tot = 1.65 Timber: γ tot = 2.17 Principle of the design method with absolute safety factor F limit (= R k ) γ tot F perm. (= F k ) F actual } F perm. F actual Note: All tables in the PERI design tables or in the PERI bochures which are not separately marked, feature permissible load-bearing capacities in accordance with this design method. After multiplication using γ F = 1.5, the maximum load-bearing capacity can also be converted into a design value of the resistance R d for the method with partial safety factors. 5

8 DIN Pressure of fresh concrete on vertical formwork 1. Important terms σ hk,max = maximum value of the fresh concrete pressure to be applied σ hk,s t E = max. horizontal fresh concrete pressure of the formwork = time from the first addition of water until complete setting of the concrete T c,placin = temperature of the fresh concrete directly after placing T c,ref = reference temperature of the fresh concrete for determining the t E T c v = fresh concrete temperature = rate of rise m/h 2. Consistency classes according to DIN : , Table 6 Class F 1 F 2 F 3 F 4 F 5 Flow diameter 34 cm cm cm cm cm Consistency range stiff plastic soft very soft flowable SVB = self-compacting concrete γ c = bulk density of the fresh concrete F 6 SVB cm > 70 cm highly flowable self-compacting 3. Charts for determining the fresh concrete pressure The fresh concrete pressure σ hk,max is dependent on the rate or rise v, consistency class and end of setting t E, see Charts 1 5. Boundary conditions according to DIN 18218: , Section 4.4 bulk density of the fresh concrete γ c = 25 kn/m 3. vertical formwork. (max. inclination +/- 5 ). formwork must be tightly closed. concrete is placed from above. use internal vibrator for F1 F6. no vibrator is to be used with self-compacting concrete. end of setting does not exceed t E. the average rate of rise v is maximum 7.0 m/h at all points with F1; F2; F3; F4. T c,placing = T c,ref T c T c,placing When complying with the boundary conditions, the following applies: σ hk,s = σ hk,max Otherwise σ hk,max is to be determined separately. DIN applies; alternatively, the PERI Formwork oad Monitor can be used. The maximum fresh concrete pressure or the permissible rate of rise can be determined with the help of the PERI Formwork oad Monitor available at www. peri.de (Apps and Tools). Chart 1 according to DIN 18218: , Fig. B.1 Hydrostatic pressure head hs in m Fresh concrete pressure σhk, max in kn/m hydrostatic up to t E F6 SVB F5 t E = 5 h Rate of rise v in m/h F4 F3 F2 F1 6

9 DIN Pressure of fresh concrete on vertical formwork Chart 2 according to DIN 18218: , Fig. B.2 Hydrostatic pressure head hs in m Rate of rise v in m/h Chart 4 according to DIN 18218: , Fig. B.4 Hydrostatic pressure head hs in m Fresh concrete pressure σhk, max in kn/m 2 Fresh concrete pressure σhk, max in kn/m hydrostatic up to t E hydrostatic up to t E F6 F6 SVB SVB F5 F ,5 1 1,5 2 2,5 3 3,5 Rate of rise v in m/h F4 F3 F2 F1 F4 F3 F2 F1 t E = 7 h t E = 15 h Chart 3 according to DIN 18218: , Fig. B.3 Hydrostatic pressure head hs in m ,5 1 1,5 2 2,5 3 3,5 Rate of rise v in m/h Chart 5 according to DIN 18218: , Fig. B.5 Hydrostatic pressure head hs in m Fresh concrete pressure σhk, max in kn/m 2 Fresh concrete pressure σhk, max in kn/m SVB F6 F5 hydrostatic up to t E hydrostatic up to t E F6 SVB F5 F4 F3 F2 F1 t E = 20 h 0 0 0,5 1 1,5 2 2,5 Rate of rise v in m/h F4 F3 F2 F1 t E = 10 h 7

10 DIN Tolerances in Building Construction Extract from DIN 18202, Tolerances in Building Construction, Edition April 2013 Table 3. Deflection tolerances Column Position deviations (limit values), in mm, for distance of measuring points in m, up to ) 4 1) 10 1) 151) 2) 1 Unfinished surfaces of slabs, concrete bases and subfloors a Unfinished slabs or slabs for accommodating floor structures, e.g. bonded screeds or unbonded screeds, floating screeds, industrial floors, tiles or composite plate flooring on a bed of mortar 2b Slabs with finished surfaces or composite plate flooring for secondary purposes, e.g. in stores, cellars, monolithic concrete floors 3 Floors with finished surfaces, e.g. screeds as wearing surfaces, screeds to take flooring Flooring, tiles, trowelled finishes and glued flooring 4 Floors with finished surfaces to more stringent specifications, e.g. with self-levelling screeds 5 Wall surfaces and soffits of structural slabs that are unfinished Wall surfaces and soffits of slabs that are finished, e.g. plastered walls, wall claddings, suspended ceilings 7 As in ine 6, but with more stringent specifications ) Intermediate values are to be taken from Fig. 5 and 6 and rounded up to full mm. 2) The limit values for deflection deviations of Column 6 shall also apply for check point intervals over 15 m. [mm] Tolerances ine 5 ine ine Spacing of measuring points [m] Fig. 6 Deflection tolerances of wall surfaces and slab soffits (according to lines in Table 3). 8

11 DIN Tolerances in Building Construction Measurement of deflection With our large panels, the tie points can normally be taken as reference or check points. In accordance with the diagram below, a straight edge is applied in such a way that it touches the stripped concrete wall, with the two measuring wedges showing the same deflection. This deflection is to be compared to the permissible deflection. Example: TRIO panel 270 x 240: maximum deformation is measured in the middle of the panel. l = 2.03 m max f According to DIN 18202, Fig. 2, with a check point interval of about 2.0 m and complying with ine 7, a maximum deflection of approx. 4.8 mm is permissible. Straight edge Measuring wedge max f Measuring wedge The permissible deflection is always determined from the check point interval (here, the tie point interval). 9

12 Formlining Overview, Static Values Plywood Type of plywood Thickness [mm] Veneers E-Modulus [N/mm²] parallel/cross Fin-Ply Fin-Ply, Maxi Fin-Ply, USA Fin-Ply PERI Birch PERI Birch, USA PERI Spruce Ply Plywood 3-Ply Plywood FinNa-Ply Perm. σ [N/mm²] parallel/cross 21 Birch 8560/ / Birch 70/ / / ¾ Birch 6180/ / Birch 8730/ / Birch 8560/ / / ¾ Birch 9170/ / Conifer Timber 7000/ / Spruce 8000/ / Spruce 8000/ / Conifer Timber 7910/ /5.0 The statical/mechanical values given in the table refer to a moisture content of 15% according to the information from the manufacturers. However, according to the GSV, the values should take into consideration a wood moisture content of 20%. The values for the E-Modulus are therefore to be reduced by a factor of and the values for the permissible stress by a factor of The fibres of the face veneer span in the direction of the first length shown for the plywood size. Solid Timber Conifer Timber, Sorting Class C24 E-Modul [N/mm²] parallel Perm. o [N/mm²] parallel The permissible value according to DIN 1052 results in a short duration of load for Application Class 2. 10

13 Formlining Plywood 18 mm The E-Modulus and the permissible stress are based on the grade and moisture content of the plywood. (See Overview, Static Values ) max. deflection max. moment (valid for min. 3 spans) σ hk 4 f = E I M = σ hk 2 f f E = 3000 N/mm 2 E = 4000 N/mm 2 E = 00 N/mm 2 E = 6000 N/mm 2 E = 7000 N/mm 2 E = 8000 N/mm cm 65 cm 60 cm 55 cm cm 45 cm 40 cm = 5 N/mm 2 = 7 N/mm 2 = 9 N/mm 2 = 11 N/mm 2 = 13 N/mm cm SPAN 30 cm Deflection f [mm] cm 20 cm Wall Formwork Slab Formwork Slab thickness d [cm] Fresh concrete pressure σ hk [kn/m 2 ] 11

14 Formlining Plywood 19 mm / ¾ The E-Modulus and the permissible stress are based on the grade and moisture content of the plywood. (See Overview, Static Values ) max. deflection max. moment (valid for min. 3 spans) σ hk 4 f = E I M = σ hk 2 f f E = 3000 N/mm 2 E = 4000 N/mm 2 E = 00 N/mm 2 E = 6000 N/mm 2 E = 7000 N/mm 2 E = 8000 N/mm cm 65 cm 60 cm 55 cm cm 45 cm = 5 N/mm 2 = 7 N/mm 2 = 9 N/mm 2 = 11 N/mm 2 = 13 N/mm 2 40 cm cm SPAN Deflection f [mm] cm 25 cm Wall Formwork Slab Formwork Slab thickness d [cm] Fresh concrete pressure σ hk [kn/m 2 ] 12

15 Formlining Plywood 21 mm The E-Modulus and the permissible stress are based on the grade and moisture content of the plywood. (See Overview, Static Values ) max. deflection max. moment (valid for min. 3 spans) σ hk 4 f = E I M = σ hk 2 f f E = 3000 N/mm 2 E = 4000 N/mm 2 E = 00 N/mm 2 E = 6000 N/mm 2 E = 7000 N/mm 2 E = 8000 N/mm cm 70 cm 65 cm 60 cm 55 cm cm 45 cm = 5 N/mm 2 = 7 N/mm 2 = 9 N/mm 2 = 11 N/mm 2 = 13 N/mm cm SPAN 35 cm Deflection f [mm] cm 25 cm Wall Formwork Slab Formwork Slab thickness d [cm] Fresh concrete pressure σ hk [kn/m 2 ] 13

16 Formlining Plywood 27 mm The E-Modulus and the permissible stress are based on the grade and moisture content of the plywood. (See Overview, Static Values ) max. deflection max. moment (valid for min. 3 spans) σ hk 4 f = E I M = σ hk 2 f f E = 3000 N/mm 2 E = 4000 N/mm 2 E = 00 N/mm 2 E = 6000 N/mm 2 E = 7000 N/mm 2 E = 8000 N/mm cm 75 cm 70 cm 65 cm 60 cm 55 cm = 5 N/mm 2 = 7 N/mm 2 = 9 N/mm 2 = 11 N/mm 2 = 13 N/mm cm SPAN 45 cm cm Deflection f [mm] cm 30 cm Wall Formwork Slab Formwork Slab thickness d [cm] Fresh concrete pressure σ hk [kn/m 2 ] 14

17 % coverage Formlining Timber Boarding 21 mm E = N/mm² = 11 N/mm² Formlining: tongue and groove boards max. deflection max. moment (valid for min. 3 spans) σ hk 4 f = E I M = σ hk 2 f f 25 % coverage % coverage 75 % coverage 100 % coverage cm 60 cm 55 cm cm 45 cm 40 cm 35 cm 25 % coverage 100 % coverage % coverage cm cm Deflection f [mm] SPAN 20 cm Wall Formwork Slab Formwork Slab thickness d [cm] Fresh concrete pressure σ hk [kn/m 2 ] 15

18 Formlining Timber Boarding 27 mm E = N/mm² = 11 N/mm² Formlining: tongue and groove boards max. deflection max. moment (valid for min. 3 spans) σ hk 4 f = E I M = σ hk 2 f f cm 65 cm 25 % coverage % coverage 75 % coverage 60 cm 100 % coverage 55 cm cm 45 cm 40 cm % coverage % coverage 75 % coverage 100 % coverage cm Deflection f [mm] SPAN 30 cm 25 cm Wall Formwork Slab Formwork Slab thickness d [cm] Fresh concrete pressure σ hk [kn/m 2 ] 16

19 25 % coverage Formlining Timber Boarding 37 mm E = N/mm² = 11 N/mm² Formlining: tongue and groove boards max. deflection max. moment (valid for min. 3 spans) σ hk 4 f = E I M = σ hk 2 f f cm 75 cm 25 % coverage 70 cm % coverage 65 cm 75 % coverage 100 % coverage 60 cm 55 cm 75 % coverage 100 % coverage % coverage cm cm cm SPAN Deflection f [mm] cm 30 cm 25 cm Wall Formwork Slab Formwork Slab thickness d [cm] Fresh concrete pressure σ hk [kn/m 2 ] 17

20 Formwork Girders GT 24 Girder Permissible internal forces and bearing forces Permissible shear force perm. Q = 13.0 kn Permissible bearing force in the nodes (+/- 2 cm) perm. A n = 28.0 kn Permissible bearing force between the nodes perm. A m = 20.0 kn Permissible bending moment perm. M = 7.0 knm Permissible support moment (for support directly under the nodes) perm. Mn = 7.0 knm Permissible support moment (support between the nodes) perm. M m = 4.0 knm Bending stiffness EI = 887 knm² End supports for single spans and continuous girders + + min. 16 cm min. 16 cm l A perm. A n,end = 16 kn l A perm. A m,end = 13 kn Supports for continuous and cantilevered girders perm. A n = 28 kn perm. M n = 7.0 knm perm. A m = 20 kn perm. M m = 4.0 knm l A l A For carrying the maximum bearing force into the GT 24 girder, the support lengths l A must have the following minimum dimensions: l A = 13.5 cm for support directly under the nodes l A = 14.5 cm for support between the nodes 18

21 Formwork Girders GT 24 Girder Bearing pressure: Reaction force perm. A = b x eff x k c x perm. σ D b = support width eff = effective support length = A + 2 x 3 cm, but 2 x A Design-typical lateral pressure coefficient for support directly under the nodes k c,90,n = 1.45 support between the nodes k c,90,m = 1.0 bearing pressure perm. σ D = 1.24 N/mm 2 Specified shear forces For the design, the shear forces (external loads) may be reduced as follows: e 2 e 1 F 1 F 2 h q Q q,red = q x l x ( 1 A 48 cm ) 2 l l e 1 e 1 < 60 cm: Q F1,red = F 1 x I e1 x I 60 cm A 24 e 2 > 60 cm: Q F2 = F 2 x I e 1 I I Q red = Q q,red + Q F1,red + Q F2 q x I 2 F 1 x I e 1 I Q q Q F1 Q red perm. Q = 13 kn In addition, the shear force Q = Q q + Q F1 + Q F2 must be verified directly over the support. Q perm. Q n = 16 kn F 2 x I e 2 I Q F2 The following applies for cantilever beams: I = 2 x I k. 19

22 Formwork Girders VT 20 Girder Permissible internal forces and reaction forces: Permissible shear force perm. Q = 11.0 kn Permissible reaction force perm. A = 22.0 kn Permissible bending moment perm. M = 5.0 knm Specified shear forces e 2 e 1 F 1 F 2 q Bending stiffness EI = 460 knm² End supports for single spans and continuous girders A 20 h I min. 15 cm q x I 2 Q q l A perm. A = 16 kn Q F1 F 1 x I e 1 I Q F2 45 cm F 2 x I e 2 I l A perm. A = 22 kn The projecting length of the girder must be at least 15 cm. Depending on the projecting length of the girder between the two values A = 16 kn and max. perm. A = 22 kn, the permissible bearing load can be linearly interpolated. For transferring the maximum reaction force into the VT 20 girder, the support length l A must be at least 13.5 cm. Bearing pressure: Reaction force perm. A = b x eff x k c x zul. σ D b = support width eff = effective support length = A + 2 x 3 cm, but 2 x A Design-typical lateral pressure coefficient with k c,90,n = 1.15 Bearing pressure perm. σ D = 1.24 N/mm 2 For the design, the shear forces (external loads) may be reduced as follows: Q q,red = q x l x ( 1 A 40 cm ) 2 l l e 1 < cm: Q F1,red = F 1 x I e1 x I cm e 2 > cm: Q F2 = F 2 x I e 1 I Q red = Q q,red + Q F1,red + Q F2 Q red perm. Q = 11 kn In addition, the shear force Q = Q q + Q F1 + Q F2 must be verified directly over the support. Q perm. Q n = 16 kn The following applies for cantilever beams: I = 2 x I k. e 1 20

23 Formwork Girders MPB 24 Girder Permissible internal forces and reaction forces: Permissible shear force* perm. Q = kn Permissible reaction force perm. A = 80 kn Permissible bending moment perm. M = 15 knm Bending stiffness EI = 1600 knm 2 * for end support = permissible bearing load End supports for single spans and continuous girders Supports for continuous and cantilevered girders min. 15 cm l A perm. A = kn l A perm. A = 80 kn perm. M = 15 knm For transferring the maximum reaction force into the MPB 24 girder, the support length l A must be at least 15 cm. 21

24 VARIO GT 24 Tips and Examples Reaction forces on the GT 24 girder The reaction forces are calculated as the waler load A or B multiplied by the actual girder spacing a actual. F A = A a actual F B = B a actual etc. Formula for calculating the bearing load. Example: girder 2.69 m System 1 fresh concrete pressure kn/m² actual girder spacing a actual = 40 cm Reaction force on the girder F A = 56 kn/m 0.40 m = 22.4 kn Deflection calculations for the GT 24 f K/F a actual f actual = a perm. Formula for calculating if girder is not used to full capacity. Example: girder 2.69 m System 1 fresh concrete pressure kn/m² actual girder spacing actual = 40 cm From the table: perm. girder spacing a perm. = cm deflection f K = 1.0 mm on the cantilever section Maximum deflection of the girder f Kactual = = 0.8 mm Effect of the moisture content on the deflection of the GT 24 girder The PERI GT 24 girder consists of a lattice work of members that are all stressed in the direction of the longitudinal fibres of the timber. The timber is dimensionally stable in this direction when the moisture content changes. The deflection of the GT 24 is only slightly dependent on the moisture content. Tests have shown that a change in the moisture content from 12% to 25% increases the deflection by approx. 10%. 22

25 VARIO GT 24 Girder GT 24, l = 2.69 m Waler spacing [m] Fresh concrete pressure σ hk [kn/m 2 ] Girder spacing a perm. [m] Deflection* [mm] f K f F Waler load [kn/m] A B C D E f K = cantilever deflection f F = span deflection System 1 a = b = k = Calculated example System 2 Waler position for Brace Frame SB-1 a = b = k = System 3 a = b = k = System 4 a = b = k = a b k B A *See Tips and Examples for explanation 23

26 VARIO GT 24 Girder GT 24, l = 2.99 m Waler spacing [m] Fresh concrete pressure σ hk [kn/m 2 ] Girder spacing a perm. [m] Deflection* [mm] f K f F Waler load [kn/m] A B C D E f K = cantilever deflection f F = span deflection System 1 a = b = k = System 2 Waler position for Brace Frame SB-1 a = b = k = System 3 a = b = k = System 4 a = b = k = System 5 a = b = k = a b k B A *See Tips and Examples for explanation 24

27 VARIO GT 24 Girder GT 24, l = 3.29 m Waler spacing [m] Fresh concrete pressure σ hk [kn/m 2 ] Girder spacing a perm. [m] Deflection* [mm] f K f F Waler load [kn/m] A B C D E f K = cantilever deflection f F = span deflection System 1 a = b = k = System 2 Waler position for Brace Frame SB-1 a = b = k = System 3 a = b = k = System 4 a = b = c = k = a b k B A *See Tips and Examples for explanation 25

28 VARIO GT 24 Girder GT 24, l = 3.58 m Waler spacing [m] Fresh concrete pressure σ hk [kn/m 2 ] Girder spacing a perm. [m] Deflection* [mm] f K f F Waler load [kn/m] A B C D E f K = cantilever deflection f F = span deflection System 1 a = b = c = k = System 2 a = b = k = System 3 Waler position for Brace Frame SB-1 a = b = k = System 4 a = b = c = k = System 5 a = b = c = k = k a b c C B A *See Tips and Examples for explanation 26

29 VARIO GT 24 Girder GT 24, l = 3.88 m Waler spacing [m] Fresh concrete pressure σ hk [kn/m 2 ] Girder spacing a perm. [m] Deflection* [mm] f K f F Waler oad [kn/m] A B C D E f K = cantilever deflection f F = span deflection System 1 a = b = c = k = System 2 a = b = k = System 3 Waler position for Brace Frame SB-2 a = b = c = k = System 4 a = b = c = k = System 5 a = b = c = k = a b c k C B A *See Tips and Examples for explanation 27

30 VARIO GT 24 Girder GT 24, l = 4.17 m Waler spacing [m] Fresh concrete pressure σ hk [kn/m 2 ] Girder spacing a perm. [m] Deflection* [mm] f K f F Waler load [kn/m] A B C D E f K = cantilever deflection f F = span deflection System 1 a = b = c = k = System 2 Waler position for Brace Frame SB-2 a = b = c = k = System 3 a = b = c = k = System 4 a = b = c = d = k = System 5 a = b = c = k = a b c k C B A *See Tips and Examples for explanation 28

31 VARIO GT 24 Girder GT 24, l = 4.47 m Waler spacing [m] Fresh concrete pressure σ hk [kn/m 2 ] Girder spacing a perm. [m] Deflection* [mm] f K f F Waler load [kn/m] A B C D E f K = cantilever deflection f F = span deflection System 1 a = b = c = k = System 2 Waler position for Brace Frame SB-2 a = b = c = k = System 3 a = b = c = k = System 4 a = b = c = d = k = a b c k C B A *See Tips and Examples for explanation 29

32 VARIO GT 24 Girder GT 24, l = 4.77 m Waler spacing [m] Fresh concrete pressure σ hk [kn/m 2 ] Girder spacing a perm. [m] Deflection* [mm] f K f F Waler load [kn/m] A B C D E f K = cantilever deflection f F = span deflection System 1 a = b = c = k = System 2 Waler position for Brace Frame SB-2 a = b = c = d = k = System 3 a = b = c = d = k = System 4 a = b = c = d = k = System 5 a = b = c = d = k = a b c d k D C B A *See Tips and Examples for explanation 30

33 VARIO GT 24 Girder GT 24, l = 5.06 m Waler spacing [m] Fresh concrete pressure σ hk [kn/m 2 ] Girder spacing a perm. [m] Deflection* [mm] f K f F Waler load [kn/m] A B C D E f K = cantilever deflection f F = span deflection System 1 a = b = c = d = k = System 2 Waler position for Brace Frame SB-2 a = b = c = d = k = System 3 a = b = c = d = k = k D System 4 a = b = c = d = k = System 5 a = b = c = d = k = a b c d C B A *See Tips and Examples for explanation 31

34 VARIO GT 24 Girder GT 24, l = 5.36 m Waler spacing [m] Fresh concrete pressure σ hk [kn/m 2 ] Girder spacing a perm. [m] Deflection* [mm] f K f F Waler load [kn/m] A B C D E f K = cantilever deflection f F = span deflection System 1 a = b = c = d = k = System 2 Waler position for Brace Frame SB-2 a = b = c = d = k = System 3 a = b = c = d = k = k D System 4 a = b = c = d = k = System 5 a = b = c = d = e = k = a b c d C B A *See Tips and Examples for explanation 32

35 VARIO GT 24 Girder GT 24, l = 5.65 m Waler spacing [m] Fresh concrete pressure σ hk [kn/m 2 ] Girder spacing a perm. [m] Deflection* [mm] f K f F Waler load [kn/m] A B C D E f K = cantilever deflection f F = span deflection System 1 a = b = c = d = k = System 2 Waler position for Brace Frame SB-2 a = b = c = d = k = System 3 a = b = c = d = e = k = System 4 a = b = c = d = k = System 5 a = b = c = d = k = k a b c d D C B A *See Tips and Examples for explanation 33

36 VARIO GT 24 Girder GT 24, l = 5.95 m Waler spacing [m] Fresh concrete pressure σ hk [kn/m 2 ] Girder spacing a perm. [m] Deflection* [mm] f K f F Waler load [kn/m] A B C D E f K = cantilever deflection f F = span deflection System 1 a = b = c = d = k = System 2 Waler position for Brace Frame SB-2 a = b = c = d = k = System 3 a = b = c = d = e = k = System 4 a = b = c = d = k = k a b c d D C B A *See Tips and Examples for explanation 34

37 35

38 VARIO GT 24 Stopend Formwork Permissible wall thickness x [m] for stopend formwork with VARIO *Number of girders must be separately verified. Waler oad Steel Waler Profile with VKZ U100 U120 U140 with Stopend Tie with VKZ with Stopend Tie kn/m kn/m kn/m kn/m kn/m kn/m kn/m kn/m with VKZ with Stopend Tie 1. With VARIO Coupling VKZ perm. tension force kn 2. With Stopend Tie perm. tension force 30 kn VARIO Coupling VKZ 99 Item no Stopend Tie Item no Spacer timber provided by the contractor x x Important: Pulling wedge must be inserted into the first hole. 36

39 VARIO GT 24 Compensations Permissible compensation widths [m] with VARIO Coupling VKZ 99, 147, 211 b = compensation width f = deflection in the filler area Tie positions of the adjacent elements b U100 U120 U140 Actual Waler oad b [m] Without tie With 1 tie With 2 ties f [mm] b [m] kn/m kn/m kn/m kn/m Not possible kn/m kn/m kn/m kn/m kn/m kn/m kn/m kn/m f [mm] b [m] f [mm] Tie positions of the adjacent elements b U100 U120 U140 Actual Waler oad b [m] Without tie With 1 tie With 2 ties f [mm] b [m] kn/m kn/m kn/m kn/m kn/m kn/m kn/m kn/m kn/m kn/m kn/m kn/m f [mm] b [m] f [mm] Note: Standard elements are used if the filler width is more than 1.25 m. 37

40 VARIO GT 24 Height Extensions Version 1 Height maximum 8.00 m with Extension Splice 24 Extensions up to 5.00 m 4 Extension Splices 24 for an element width of 2. m. Extensions up to 8.00 m 8 Extension Splices 24 for an element width of 2. m. Static values for Extension Splice 24 perm. M = 1.73 knm perm. Q = 0 or perm. M = 0 perm. Q = 5 kn M Q + Q M in knm Q in kn Static values for Extension Splice 24 for moving VARIO GT 24 elements perm. Z = 5.7 kn M = 0 Q = 0 38

41 VARIO GT 24 Height Extensions Version 2 Height maximum 9.80 m with overlapping girders Version 3 Height maximum m with additional splicing girders Number of required splicing girders for Version 3 Element Width [m] Element Height [m]

42 VARIO GT 24 Steel Waler SRZ Profile U100 Static System A Deflection [mm] = 2.00 m = 1.75 m = 1. m (SRZ 295) = 1.25 m (SRZ 245) = m = 1.00 m (SRZ 195) Weight/m Cross-Sectional Area Moment of Inertia Section Modulus G = 21.2 kg/m A = 27.0 cm 2 I y = 412 cm 4 W y = 82.4 cm oad [kn/m] Static System B Deflection [mm] = 1.67 m (SRZ 295) = 1.40 m (SRZ 245) = 1.28 m (limit value) = 1.10 m (SRZ 195) = 1.05 m (SRZ 182.5) Tie position outside the oblong holes = m (SRZ 120) oad [kn/m] Tie position inside the oblong holes 40

43 VARIO GT 24 Steel Waler SRZ Profile U100 Static System C 100 Deflection [mm] = 3.00 m = 2. m = 2.25 m = 2.00 m Weight/m Cross-Sectional Area Moment of Inertia Section Modulus G = 21.2 kg/m A = 27.0 cm 2 I y = 412 cm 4 W y = 82.4 cm 3 5 = 1.75 m 4 3 = 1. m 2 1 = 1.35 m = 1.25 m = 1.00 m oad [kn/m] Tie position outside the oblong holes 41

44 VARIO GT 24 Steel Waler SRZ, SRU Profile U120 Static System A Deflection [mm] = 2.00 m = 1.75 m = 1. m (SRZ 295) = 1.25 m (SRZ 245) = m = 1.00 m (SRZ 195) Weight/m Cross-Sectional Area Moment of Inertia Section Modulus G = 26.8 kg/m A = 34.0 cm 2 I y = 728 cm 4 W y = cm oad [kn/m] Static System B Deflection [mm] = 1.67 m (SRZ 295) = 1.40 m (SRZ 245) = 1.28 m (limit value) = 1.10 m (SRZ 195) = 1.05 m (SRZ 182.5) Tie position outside the oblong holes = m (SRZ 120) oad [kn/m] Tie position inside the oblong holes 42

45 VARIO GT 24 Steel Waler SRZ, SRU Profile U120 Static System C 120 Deflection [mm] 10 9 = 3.00 m Weight/m Cross-Sectional Area Moment of Inertia Section Modulus G = 26.8 kg/m A = 34.0 cm 2 I y = 728 cm 4 W y = cm = 2. m = 2.25 m 5 = 2.00 m 4 3 = 1.75 m 2 1 = 1.35 m = 1. m = 1.25 m = 1.00 m oad [kn/m] Tie position outside the oblong holes 43

46 VARIO GT 24 Steel Waler SRZ, SRU Profile U140 Static System A Deflection [mm] = 2.00 m = 1.75 m = 1. m (SRZ 295) Weight/m Cross-Sectional Area Moment of Inertia Section Modulus G = 32.0 kg/m A = 40.8 cm 2 I y = 1210 cm 4 W y = cm 3 1 = 1.25 m (SRZ 245) = m = 1.00 m (SRZ 195) oad [kn/m] Static System B Deflection [mm] = 1.67 m (SRZ 295) = 1.40 m (SRZ 245) = 1.28 m (limit value) = 1.10 m (SRZ 195) = m (SRZ 120) = 1.05 m (SRZ 182.5) oad [kn/m] Tie position outside the oblong holes Tie position inside the oblong holes 44

47 VARIO GT 24 Steel Waler SRZ, SRU Profile U140 Static System C 140 Deflection [mm] = 4.00 m = 3.00 m Weight/m Cross-Sectional Area Moment of Inertia Section Modulus G = 32.0 kg/m A = 40.8 cm 2 I y = 1210 cm 4 W y = cm 3 6 = 2. m 5 4 = 2.25 m 3 = 2.00 m 2 = 1.75 m 1 = 1. m = 1.35 m = 1.00 m oad [kn/m] Tie position outside the oblong holes 45

48 Universal Coupling UK 70 Perm. Moments, Concentrated oads and Normal Forces UK 70 as Bending Coupling If the anchor is outside the area of the coupling, the full bending moment of the Universal Steel Waler SRU U120 can be taken! 2 perm. M = knm UK 70 as Bending Coupling with concentrated load as shear force Concentrated load from anchor or SS Spindle. Normal force N = 0. A , Permissible bending moment [knm] E 2 B C ,5 2 D Permissible force of the concentrated load [kn] Dimensions in mm UK 70 as Coupling for Tension and Compression Struts 2 perm. N = 140 kn Note: The distance between two pins in a Universal Steel Waler SRU U120 has to be at least 2 mm. 46

49 VARIO GT 24 Column Formwork Permissible waler spacing [m] with a fresh concrete pressure of 100 kn/m² Formwork Height H [m] A B C D E Required GT 24 Girders depending on the column width Column Width [m] Girders GT 24 per side Waler Spacing [m] A B C D E H With Column Waler SSRZ 24-97/85, Item no. 0121, for column cross-sections from 24 x 24 cm to 48 x 60 cm. With Column Waler SSRZ /101, Item no , for column cross-sections from 40 x 40 cm to 64 x 76 cm. SSRZ 24-97/85 SSRZ 24-97/85 a b < a 1-2 mm With Column Vario Waler SVRZ 120, Item no and Steel Waler SRU 0.20 x x 0.80 SRU 97 Item no Column Cross-Sections [m] from to 0.40 x x 0.80 SRU 122 Item no x x 0.80 SRU 147 Item no x x 0.80 SRU 172 Item no SVRZ 120 Note: To prevent bleeding at the corners, we recommend pre-stressing the tie rod, not only by tightening the tie nut but also by hammering in the KZ Wedge of the Tie Yoke! SRU 147 U120 a b Note: If a 3 x b, Column Waler SSRZ and Column Waler SVRZ must not be used. The column / shear wall must then be formed like a wall with two sets of stopend formwork. 47

50 Brace Frame SB-A0, A, B, C Example, Calculating Magnitude of Reactions Example Application: Fresh concrete pressure: Combination: Element width: Width of influence: Concreting height h = 5. m σ hk = 60 kn/m 2 Brace Frame A+B b = 2.70 m e = 2.70 : 2 = 1.35 m According to design tables perm. e = 1.39 m > act. e = 1.35 m Diagonal bracing with A and B. Diagonal bracing C must also be mounted if the formwork unit is to be moved horizontally. Calculating Magnitude of Reactions f actual Width of influence e Values from table Z = 1.35 m 365 kn/m = 493 kn V 1 = 1.35 m 105 kn/m = 142 kn V 2 = 1.35 m 178 kn/m = 240 kn f = 1.35 m 9 mm/m = 12 mm σ hk Note: Any arrangement of the Steel Waler SRZ may be adapted when using VARIO Formwork with Brace Frame SB-A, B, C. Z V 1 V 2 We recommend pre-inclining the Brace Frame by 2/3 of the calculated deflection. All values refer to a width of influence of 1.00 m. 48

51 Brace Frame SB-A0, A, B, C SB-A0+A+B+C; h = m Fresh concrete Perm. width of Anchor tension Spindle forces Deflection f Concreting height pressure influence per SB force SB top h [m] σ hk [kn/m 2 ] e [m] Z [kn/m] V 1 [kn/m] V 2 [kn/m] [mm/m] Required diagonal bracing for concreting, horizontally moving and lifting the formwork unit with the crane. All values refer to a width of influence of 1.00 m. Diagonal Bracing D Diagonal Bracing B Diagonal Bracing A 2x Diagonal Bracing C 49

52 Brace Frame SB-A0, A, B, C SB-A+B+C; h = m Fresh concrete Perm. width of Anchor tension Spindle forces Deflection f Concreting height pressure influence per SB force SB top h [m] σ hk [kn/m 2 ] e [m] Z [kn/m] V 1 [kn/m] V 2 [kn/m] [mm/m] Required diagonal bracing for concreting. Required diagonal bracing for horizontally moving and lifting the formwork unit with the crane. All values refer to a width of influence of 1.00 m. Diagonal Bracing B Diagonal Bracing B Diagonal Bracing A Diagonal Bracing A Diagonal Bracing C

53 Brace Frame SB-A0, A, B, C SB-A+B; h = m Perm. width Anchor Fresh concrete of influence tension Spindle forces Deflection f Concreting height pressure per SB force SB top h [m] σ hk [kn/m 2 ] e [m] Z [kn/m] V 1 [kn/m] V 2 [kn/m] [mm/m] If e 1.35 m, the diagonal bracing B can be left out during concreting in those cases indicated with an x. x x x x x x x x x x x x x x x x x x x x x Required diagonal bracing for concreting. Required diagonal bracing for moving and lifting the formwork unit with the crane. All values refer to a width of influence of 1.00 m. Diagonal Bracing B Diagonal Bracing B Diagonal Bracing A Diagonal Bracing A Diagonal Bracing C 51

54 Brace Frame SB-A0, A, B, C SB-B+C; h = m Perm. width Anchor Fresh concrete of influence tension Spindle forces Deflection f Concreting height pressure per SB force SB top h [m] σ hk [kn/m 2 ] e [m] Z [kn/m] V 1 [kn/m] V 2 [kn/m] [mm/m] If e 1.35 m, the diagonal bracing B can be left out during concrete in those cases indicated with an x * x x x x x x x x x x Required diagonal bracing for concreting. Required diagonal bracing for moving and lifting the formwork unit with the crane. * If the brace frames are lifted with the crane, Diagonal Bracing B or Diagonal Bracing D is to be fitted. All values refer to a width of influence of 1.00 m. Diagonal Bracing B Diagonal Bracing B Diagonal Bracing D 52

55 Brace Frame SB-A0, A, B, C SB-A+C; h = m Fresh concrete Perm. width of Anchor Spindle forces Deflection f Concreting height pressure influence per SB tension force SB top h [m] σ hk [kn/m 2 ] e [m] Z [kn/m] V 1 [kn/m] V 2 [kn/m] [mm/m] Required diagonal bracing for moving and lifting the formwork unit with the crane. The A+C combination does not require any diagonal bracing when used for concreting. All values refer to a width of influence of 1.00 m. Diagonal Bracing C 53

56 Brace Frame SB-A0, A, B, C SB-B; h = m Perm. width Anchor Fresh concrete of influence tension Spindle forces Deflection f Concreting height pressure per SB force SB top h [m] σ hk [kn/m 2 ] e [m] Z [kn/m] V 1 [kn/m] V 2 [kn/m] [mm/m] if e > 1.35 m, the diagonal bracing B must be installed during concreting in the cases indicated with an x x x x x x x Required diagonal bracing for concreting. Required diagonal bracing for moving and lifting the formwork unit with the crane. The SB-B brace frame does not require any diagonal bracing when used for concreting until the height reaches 3.75 m (see table). All values refer to a width of influence of 1.00 m. Diagonal Bracing B Diagonal Bracing D 54

57 Brace Frame SB-A0, A, B, C SB-A; h = m Fresh concrete Perm. width of Anchor Spindle forces Deflection f Concreting height pressure influence per SB tension force SB top h [m] σ hk [kn/m 2 ] e [m] Z [kn/m] V 1 [kn/m] V 2 [kn/m] [mm/m] Required diagonal bracing for moving and lifting the formwork unit with the crane. The Brace Frame SB-A does not require any diagonal bracing for concreting. All values refer to a width of influence of 1.00 m. Diagonal Bracing C 55

58 Brace Frame SB-1 Concreting Heights m Fresh concrete Anchor Spindle forces Deflection f Concreting height pressure tension force SB top h [m] σ hk [kn/m 2 ] Z [kn/m] V 1 [kn/m] V 2 [kn/m] [mm/m] Required diagonal bracing for moving and lifting the formwork unit with the crane. All values refer to a width of influence of 1.00 m. If the Brace Frame SB-1 is used during concreting, no diagonal bracing is required. Max. width of influence = 1.25 m. 56

59 Brace Frame SB-2 Concreting Heights m Fresh concrete Anchor Spindle forces Deflection f Concreting height pressure tension force SB top h [m] σ hk [kn/m 2 ] Z [kn/m] V 1 [kn/m] V 2 [kn/m] [mm/m] Required diagonal bracing for concreting height 5.00 m. Required diagonal bracing for moving and lifting the formwork unit with the crane. All values refer to a width of influence of 1.00 m. Max. width of influence = 1.25 m. Diagonal Bracing B Diagonal Bracing A 57

60 Push-Pull Props, Kickers oad-bearing Capacities General Notes The load-bearing capacity information refers to the use with symmetrical extensions. The connections are to be pin-jointed and made structurally adequate by calculations in each individual case. Push-Pull Prop RS 210 = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn] Static System for Push-Pull Props F Push-Pull Prop RS 260 = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn] 25.0 Wind Push-Pull Prop RS 300 = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn] Push-Pull Prop RS 4 = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn] 25.0 Push-Pull Prop RS 6 = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn] 25.0 Push-Pull Prop RS 1000 = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn] Push-Pull Prop RS 1400 = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn]

61 Push-Pull Props, Kickers oad-bearing Capacities Push-Pull Prop RS I = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn] Push-Pull Prop RS II = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn] 12.7 General Notes The load-bearing capacity information refers to the use with symmetrical extensions. The connections are to be pin-jointed and made structurally adequate by calculations in each individual case. Push-Pull Prop RSS I = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn] 26.3 Static System for Push-Pull Props F Push-Pull Prop RSS ll = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn] 26.3 Wind Push-Pull Prop RSS III = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn] Kicker AV 82 / 111 / 140 = m = m = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn] Kicker AV 190 = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn] 21.1 Static System for Kickers Kicker AV 210 = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn] 26.3 Wind Kicker AV for RSS III = m Extension ength [m] Perm. Compressive Force F [kn] Perm. Tension Force F [kn] 26.3 F

62 Push-Pull Props, Kickers Maximum widths of influence for push-pull props and kickers Standard application Formwork height h [m] System 1 Formwork height h [m] System 2 Permissible width of influence [m] Actual push-pull prop load [kn] Actual kicker load [kn] Base plate Resulting force [kn] Resulting angle of application [ ] ifting force VWind [kn/m] Distance of base plate from rear x = edge of formwork [m] Top connection point from top of y = formwork [m] q(z=h) = q h [kn/m 2 ] EB ref F RS F RS F AV x x y y Assumptions: Wind loads according to DIN EN w = q(z) x c p x κ [kn/m 2 ] Wind Zone 2, Terrain Category III Applied pressure coefficient c p = 1.8 (see Graphic, below) Formwork in vertical position on ground Service life factor κ = 0.6 q(z) = peak velocity pressure Inclination of the push-pull prop to the horizontal 60 Values are characteristic values System 2 Note: ift-off protection is provided if the lifting force F A,d = 1.5 x V Wind 0.9 x G x h > 0 G = surface area weight of the formwork including platforms. y2 y1 In the end area E, the following c p -values or wind loads are assumed: /h 3: c p, End = 2.3* /h = 5: c p, End = 2.9* /h 10: c p, End = 3.4* E = length of end area (0.3 x h) h = formwork height = formwork length *intermediate values are interpolated Formwork ground plan c P,End E c P = 1.8 Standard area c P,End E Formwork height h Reference height z Ground surface = 0 h System 1 F A y1 F AV FRS1 x 1 60 h F AV FRS1 FRS x 2 x 1 F A 60

63 Push-Pull Props, Kickers Maximum widths of influence for push-pull props and kickers Wind loads q(z) = q [kn/m²] for use when deviating from the standard application q(z) [kn/m 2 ] Reference height z [m] Terrain Category III Terrain Category II Wind load zone Note: Values are valid for Germany. In other countries, different values may be valid. Terrain Category I Formulae for usage deviating from the standard application Standard area End area max. width of influence EB EB ref x q h / q EB ref x q h / q x 1.8 / c P,End resulting lifting force F A,d 1.5 x V Wind x q / q h - G x h 1.5 x V Wind x q / q h x c P,End / G x h 61

64 Anchor Bolts Anchor Bolt PERI 14/20 x 130 Anchor Bolt PERI 14 x 1 Anchor Bolt PERI 14/20 x 130 Technical data F Z Anchor length 130 mm SW 24 Fixing thickness t fix 6 12 mm F Q d b tfix Anchoring depth h nom t fix Depth of drilled hole h 1 h nom +10 mm Drill Ø (Hammer Drill DIN 8035) Tightening torque d O MD 14 mm Nm hnom Spanner size SW 24 mm Minimum axis spacing s 0 mm Minimum distance to edge c 1. c 2 0 mm Minimum thickness of structural member d 225 mm Hole in part to be fixed d b mm Concrete strength class C20/25 C/60 Cracked/non-cracked concrete f ck = 10 N/mm 2. f ck.cube = 12 N/mm 2 f ck = 12 N/mm 2. f ck.cube = 15 N/mm 2 f ck = 16 N/mm 2. f ck.cube = 20 N/mm 2 f ck = 20 N/mm 2. f ck.cube = 25 N/mm 2 perm. F Z 12.0 kn 14.7 kn 16.7 kn 18.6 kn perm. F Q 35.0 kn 35.0 kn 35.0 kn 35.0 kn Interaction equation F Z perm. F Z F Q perm. F Q F Z F Q perm. F Z perm. FQ Anchor Bolt PERI 14 x 1 Technical data Anchor length Fixing thickness Anchoring depth Depth of drilled hole Drill Ø (Hammer Drill DIN 8035) Tightening torque Spanner size Hole in part to be fixed Minimum axis spacing Minimum thickness of structural member Minimum distance to the edge in the direction of the load Minimum distance to the edge transverse to the direction of the load Concrete strength class C20/25 C/60 Cracked/non-cracked concrete f ck = 10 N/mm 2, f ck.cube = 12 N/mm 2 f ck = 12 N/mm 2, f ck.cube = 15 N/mm 2 f ck = 16 N/mm 2, f ck.cube = 20 N/mm 2 Intermediate values to be interpolated. t fix h nom h 1 d O MD SW d b 1 mm 35 mm t fix h nom +10 mm 14 mm Nm 22 mm mm s 400mmn 4 mm d 200 mm 225 mm c mm 1 mm c mm* 225 mm applies for every direction perm. F Z 10.0 kn 12.0 kn 13.3 kn 12.0 kn 14.7 kn 16.7 kn Intermediate values to be interpolated. SW 22 d b F Z tfix hnom s c 1 F Q Drawing is valid for Anchor Bolt PERI 14/20 x 130 Anchor Bolt PERI 14 x 1 c2 s *When using the Slab Foot PDF, c 2 may be reduced to 135 mm. d 62

65 Compression Spindles SKS, CB, VARIOKIT Permissible load-bearing capacity with a symmetrical extension Compression Brace SKS 2 = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] 63.8 Compression Brace SKS 3 = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] 63.8 Additional information for Compression Brace SKS: When used with V-Strongback SKS and Brackets SKS 180 or SKSF 240, the maximum compression force is 135 kn. (Bolt bending Ø 25 x 180, a = 70 mm) When used with V-Strongback SKS and H-Waler SKS, the maximum compression force is 116 kn. (Bolt bending Ø 25 x 180, a = 76 mm) Bearing stress and bolt bending of the connection are to be verified separately. Compression Brace SKS 4 = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] 63.8 Adjustable Brace CB * = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] *The table corresponds to the type test. Test Certificate No. S-A It may only be used in accordance with this type test. Strut VARIOKIT = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] Strut VARIOKIT = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] Strut VARIOKIT = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] Additional information for the VARIOKIT Strut: Permissible loads for the application with Pin Ø 26 x 120 (Item no ) the boundary conditions of the connector parts are to be checked individually. dead load and wind load on the props considered. intermediate values may be linearly interpolated. bearing stress and bolt bending of the connection are to be verified separately. 63

66 Heavy-Duty Spindles SS and SCS Permissible load-bearing capacity with a symmetrical extension SS 40/80 = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] SS 80/140 = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] SS 100/180 = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] 81.6 Additional information for SS Spindles: When using the SS Spindle with Pin Ø 21 x 120 (Item no ) or Hex. Bolt M20x on the SRU Steel Waler, a maximum load of 70 kn applies. values according to Type Test S-N-0528! horizontal to vertical applications. dead load and wind load on the props considered. intermediate values are to be linearly interpolated. bearing stress and bolt bending of the connection are to be verified separately. SS 140/240 = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] SS 200/300 = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] SS 260/360 = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] SS 320/420 = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] SS 380/480 = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] SCS 198/2 = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] 211 Additional information for SCS Spindles: values according to Type Test! horizontal to vertical applications. dead load and wind load on the props considered. intermediate values are to be linearly interpolated. bearing stress and bolt bending of the connection are to be verified separately. 64

67 Heavy-Duty Spindles SS with Adapter Permissible load-bearing capacity with a symmetrical extension SS 40/80 + Adapter = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] SS 80/140 + Adapter = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] 81.6 SS 100/180 + Adapter = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] 81.6 Additional information for SS Spindles: When using the SS Spindle with Pin Ø 21 x 120 (Item no ) or Hex. Bolt M20x on the SRU Steel Waler, a maximum load of 70 kn applies. values according to Type Test S-N-0528! horizontal to vertical applications. dead load and wind load on the props considered. intermediate values are to be linearly interpolated. bearing stress and bolt bending of the connection are to be verified separately. SS 140/240 + Adapter = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] SS 200/300 + Adapter = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] SS 260/360 + Adapter = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] SS 320/420 + Adapter = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn] SS 380/480 + Adapter = m Extension ength [m] Perm. Compressive Force [kn] Perm. Tension Force [kn]

68 RUNDFEX Compensation Timber Widths Panels A 2 outside / I 240 inside Inside radius [m] BA = Wall thickness d [m] Compensation timber width outside [mm] Inside radius [m] BA 2 Wall thickness d [m] for Panel axis Sa Si Ra Ri Ra Ri = > Sa Si Sa Si Ri Ra BA 2 no compensation required BI = Compensation timber width inside [mm] yes no BA = Ra Ri Si Sa BI = Ra Ri Sa Si 66

69 RUNDFEX Compensation Timber Widths Panels A 128 outside / I 123 inside Inside radius [m] Wall thickness d [m] Inside radius [m] Wall thickness d [m] BA = Compensation timber width outside [mm] BI = Compensation timber width inside [mm] 67

70 RUNDFEX Compensation Timber Widths Panels A 85 outside / I 72 inside Inside radius Ri [m] Wall thickness d [m] Inside radius Ri [m] Wall thickness d [m] BAi BAa BAi BAa BAi BAa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa Adjustable Spindle 210 inside BAi BAa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa Adjustable Spindle 0 inside BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa BIi BIa Adjustable Spindle 0 inside Ra BAa BAi BAi BAa Ri d Adjustable Spindle 210 BA = 1 Compensation timber width on the outside panel [mm] 3.10 BIi BIa BIi BIa BA = Compensation timber width outside [mm] Ra BIi BIa BIi BIa Ri d BI = Compensation timber width inside [mm] 1 If the width of the compensation timber varies less than 3 mm between inside and outside, the cut is then rectangular. Adjustable Spindle 0 BI = 1 Compensation timber width on the inside panel [mm] 68

71 Tie Rods DW 15, DW 20, DW 26.5 Rod diameter Ø [mm] Nominal cross-section [mm²] oad group according to DIN [kn] Elongation of Dywidag threaded tie rod E = N/mm 2 I O 2 Ø Tie load [kn] Ø 20 Ø Tie elongation [ mm m ] 69

72 MUTIFEX GT 24 used as Slab Girder Slab thickness d [m] Cantilever e [m] oad q* [kn/m²] Sec. girder spacing a [m] Prop spacing c [m] Slab thickness d [m] Cantilever e [m] oad q* [kn/m²] Sec. girder spacing a [m] Prop spacing c [m]

73 MUTIFEX GT 24 used as Slab Girder Slab thickness d [m] Cantilever e [m] oad q* [kn/m²] Sec. girder spacing a [m] Prop spacing c [m] Calculation basis: *oad according to EN Dead load Concrete load Equivalent load: concreting Equivalent load: working conditions Total load Q 1 = 0.40 kn/m 2 Q 2.b = 24.5 kn/m 3 x d [m] Q 4 = 0.10 x Q 2.b 0.75 kn/m 2 Q kn/m 2 Q 2.p = 0.75 kn/m 2 Q = Q 1 + Q 2.b + Q 2.p + Q 4 Table values mean the following: 2.77 perm. main girder spacing b [m] 28.0 actual prop load [kn] Deflection has been limited to l/0 Main girder support at centre of girder nodes Secondary girder assumed as single span For cantilevers: c < 90 cm; e = 30 cm c 90 cm; e = 45 cm Main girder spacing b b Secondary girder spacing a a a a c: width of main beam interior span or prop spacing e: length of cantilever e c c c c e c c c Prop spacing 71

74 MUTIFEX VT 20 used as Slab Girder Slab thickness d [m] Cantilever e [m] oad q* [kn/m²] Sec. girder spacing a [m] Prop spacing c [m] Slab thickness d [m] Cantilever e [m] oad q* [kn/m²] Sec. girder spacing a [m] Prop spacing c [m]

75 MUTIFEX VT 20 used as Slab Girder Slab thickness d [m] Cantilever e [m] oad q* [kn/m²] Sec. girder spacing a [m] Prop spacing c [m] Calculation basis: *oad according to EN Dead load Concrete load Equivalent load: concreting Equivalent load: working conditions Total load Deflection has been limited to l/0 Secondary girder assumed as single span For cantilevers: c < 75 cm; e = c/2 c 75 cm; e = cm c: width of main beam interior span or prop spacing e: length of cantilever Q 1 = 0.40 kn/m 2 Q 2.b = 24.5 kn/m 3 x d [m] Q 4 = 0.10 x Q 2.b 0.75 kn/m 2 Q kn/m 2 Q 2.p = 0.75 kn/m 2 Q = Q 1 + Q 2.b + Q 2.p + Q 4 Main girder spacing b b Secondary girder spacing a a a a Table values mean the following: perm. main girder spacing b [m] actual prop load [kn] e c c c c e c c c Prop spacing 73

76 MUTIFEX Secondary Girder: GT 24 Main Girder: 2 x GT 24 Slab thickness d [m] oad q* [kn/m²] Sec. Girder Spacing a [m] Cantilever e [m] Prop spacing c [m] Slab thickness d [m] oad q* [kn/m²] Sec. Girder Spacing a [m] Cantilever e [m] Prop spacing c [m]

77 MUTIFEX Secondary Girder: GT 24 Main Girder: 2 x GT 24 Slab thickness d [m] oad q* [kn/m²] Sec. girder spacing a [m] Cantilever e [m] Prop Spacing c [m] Calculation basis: *oad according to EN Dead load Concrete load Equivalent load: concreting Equivalent load: working conditions Total load Q 1 = 0.40 kn/m 2 Q 2.b = 24.5 kn/m 3 x d [m] Q 4 = 0.10 x Q 2.b 0.75 kn/m 2 Q kn/m 2 Q 2.p = 0.75 kn/m 2 Q = Q 1 + Q 2.b + Q 2.p + Q 4 Table values mean the following: Secondary girder spacing a a a a perm. main girder spacing b [m] actual prop load [kn] Deflection has been limited to l/0 Main girder support at centre of girder nodes Secondary girder assumed as single span For prop loads < 28.0 kn, 1 x GT 24 as main beam is sufficient. b Main girder spacing b For cantilevers: c < 90 cm; e = 30 cm c 90 cm; e = 45 cm c: width of main beam interior span or prop spacing e: length of cantilever e c c c e c c Prop spacing c 75

78 MUTIFEX Secondary Girder: VT 20 Main Girder: 2 x VT 20 Slab thickness d [m] oad q* [kn/m²] Sec. girder spacing a [m] Cantilever e [m] Prop spacing c [m] Slab thickness d [m] oad q* [kn/m²] Sec. girder spacing a [m] Cantilever e [m] Prop spacing c [m]

79 MUTIFEX Secondary Girder: VT 20 Main Girder: 2 x VT 20 Slab thickness d [m] oad q* [kn/m²] Sec. girder spacing a [m] Cantilever e [m] Prop spacing c [m] Calculation basis: *oad according to EN Dead load Concrete load Equivalent load: concreting Equivalent load: working conditions Total load Q 1 = 0.40 kn/m 2 Q 2.b = 24.5 kn/m 3 x d [m] Q 4 = 0.10 x Q 2.b 0.75 kn/m 2 Q kn/m 2 Q 2.p = 0.75 kn/m 2 Q = Q 1 + Q 2.b + Q 2.p + Q 4 Secondary girder spacing a a a Table values mean the following: perm. main girder spacing b [m] actual prop load [kn] Deflection has been limited to l/0 Secondary girder assumed as single span For prop loads < 22.0 kn, 1 x VT 20 as main beam is sufficient. b Main girder spacing b For cantilevers: c < 75 cm; e = c/2 c 75 cm; e = cm c: width of main beam interior span or prop spacing e: length of cantilever e c c c c e c c Prop spacing c 77

80 MUTIFEX 2 x GT 24 as Main Girder on ST 100 Stacking Tower a = Spacing of the formlining beams (see table: GT 24 used as Slab Girder) S 0.45 S = Span of GT 24 as formlining beam J = Span of GT 24 as twin main girder J ST 100 ST 100 a 0.45 ST 100 ST 100 Perm. span J [m] for 2 x GT 24 as main girder Slab thickness d [m] oad q* [kn/m²] Span S [m] for Secondary Girder GT 24 Calculation basis: *oad according to EN Deflection has been limited to l/0 Dead load Concrete load Equivalent load: concreting Equivalent load: working conditions Total load Q 1 = 0.40 kn/m 2 Q 2.b = 24.5 kn/m 3 x d [m] Q 4 = 0.10 x Q 2.b 0.75 kn/m 2 Q kn/m 2 Q 2.p = 0.75 kn/m 2 Q = Q 1 + Q 2.b + Q 2.p + Q 4 78

81 Stopend Formwork Formwork Bracket-2, Slab Stopend Bar 105, Stopend Sleeve 15 Formwork Bracket-2 Permissible spacings [m] depending on the slab thickness and cantilever Slab thickness d [m] Cantilever f [m] f d The above-mentioned values refer to the load-bearing capacity of the formwork bracket. Depending on the formlining used, smaller spacings might be required. The maximum anchor tension force is 6.5 kn and the shear force is 5.3 kn. Slab Stopend Bar 105 Permissible spacings [m] depending on the slab thickness Slab thickness d [m] Hole with side protection (handrail boards or Side Mesh Barrier PMB) a d without side protection Used in connection with HSGP-2 and boards 15/3. Connecting to the structure takes place, for example, with Stopend Sleeve 15*. Stopend Sleeve 15 The maximum anchor tension force is 6.3 kn. *For applications with edge distances a < 15 cm, a separate verification of the anchorage is required. Permissible anchor tension force Z [kn] depending on the concrete strength. Concrete strength class C20/25 to C/60 Z Required concrete strength f ck,cube [N/mm 2 ] Anchor tension force Z [kn] Boundary conditions: Centre distance 300 mm. Edge distance 1 mm (parallel and transverse to the direction of the load). Component thickness 200 mm. 79

82 Slab Table Table Swivel Head with 2 x GT 24 as Main Girder Type of Table and Prop oad [kn] Slab Thickness d = 0.20 m; q = 6.71 kn/m² Table ength [m] Type 4 c [m] / l [m] 0.45 / / / / / / 3.6 Type 6 c [m] / l [m] 0.60 / / / / 2.20 Table Width B [m] / / / / / / / 19.4 Main Girder Spacing b [m] / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 38.8 Slab Thickness d = 0.25 m; q = 7.93 kn/m² Table ength [m] Type 4 c [m] / l [m] / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 53.0 Type 4 c l c Type 6 Type 8 c l l c c l l l c B b B b B b Type 6 c [m] / l [m] Table Width B [m] Main Girder Spacing b [m] Slab Thickness d = 0.30 m; q = 9.16 kn/m² Table ength [m] Type 4 c [m] / l [m] 0.45 / / / / / 3.20 Type 6 c [m] / l [m] Type 8 c [m] / l [m] 0.40 / / / / / / / / 1.53 Table Width B [m] Main Girder Spacing b [m] 80

83 Slab Table Table Swivel Head with 2 x GT 24 as Main Girder Type of Table and Prop oad [kn] Slab Thickness d = 0.35 m; q = kn/m² Table ength [m] Type 4 c [m] / l [m] / / / / 2.80 Type 6 c [m] / l [m] Type 8 c [m] / l [m] Table Width B [m] 0.55 / / / / / / / / / / / / / 30.4 Main Girder Spacing b [m] / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 39.5 Slab Thickness d = 0.40 m; q = kn/m² Table ength [m] Type 4 c [m] / l [m] / / / / 2.80 Type 6 c [m] / l [m] Type 8 c [m] / l [m] Table Width B [m] 0.45 / / / / / / / / / / / / / / 34.2 Main Girder Spacing b [m] / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 44.5 Slab Thickness d = 0. m; q = kn/m² Table ength [m] Type 4 c [m] / l [m] / / / / 2.80 Type 6 c [m] / l [m] 0.40 / / / / / / / 2.20 Type 8 c [m] / l [m] Type 10 c [m] / l [m] 0.55 / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 54.7 Table Width B [m] Main Girder Spacing b [m] Type 10 c l l l l c Twin Main Girder GT 24 perm. M = 2 x 7 knm perm. Q = 2 x 14 kn perm. A = 2 x 28 kn oad according to DIN EN Deflection is f > l / 0 Dead load Concrete load Q 1 = 0.30 kn/m 2 Q 2.b = 24.5 kn/m 3 x d [m] B b Equivalent load: concreting Q 4 = 0.10 x Q 2.b 0.75 Q kn/m 2 Equivalent load: working conditions Q 2.p = 0.75 kn/m 2 Total load Q = Q 1 + Q 2.b + Q 2.p + Q 4 81

84 Slab Table Table Swivel Head with 2 x VT 20 as Main Girder Type of Table and Prop oad [kn] Slab Thickness d = 0.20 m; q = 6.71 kn/m² Table ength [m] Type 4 c [m] / l [m] / / / / / 3.20 Type 6 c [m] / l [m] Table Width B [m] 0.60 / / / / / / / / / / / 19.4 Main Girder Spacing b [m] / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 38.8 Slab Thickness d = 0.25 m; q = 7.93 kn/m² Table ength [m] Type 4 c [m] / l [m] Type 6 c [m] / l [m] Table Width B [m] / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 34.4 Type 4 c l c Type 6 Type 8 c l l c c l l l c B b B b B b Main Girder Spacing b [m] Slab Thickness d = 0.30 m; q = 9.16 kn/m² Table ength [m] Type 4 c [m] / l [m] Type 6 c [m] / l [m] Table Width B [m] Main Girder Spacing b [m] 82

85 Slab Table Table Swivel Head with 2 x VT 20 as Main Girder Type of Table and Prop oad [kn] Slab Thickness d = 0.35 m; q = kn/m² Table ength [m] Type 4 c [m] / l [m] Type 6 c [m] / l [m] Type 8 c [m] / l [m] Table Width B [m] / / / / / / / / / / / / / / / / / / / / 30.4 Main Girder Spacing b [m] / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 39.5 Slab Thickness d = 0.40 m; q = kn/m² Table ength [m] Type 4 c [m] / l [m] Type 6 c [m] / l [m] / / / / / / / / / / / 2.20 Type 8 c [m] / l [m] Type 10 c [m] / l [m] 0.45 / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 37.0 Table Width B [m] Main Girder Spacing b [m] Slab Thickness d = 0. m; q = kn/m² Table ength [m] Type 4 c [m] / l [m] 0.45 / / / / 2.80 Type 6 c [m] / l [m] 0.40 / / / / / / / 2.20 Type 8 c [m] / l [m] 0.40 / / / / / 1.53 Type 10 c [m] / l [m] 0.40 / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 37.8 Table Width B [m] Main Girder Spacing b [m] Type 10 c l l l l c Twin Main Girder VT 20 perm. M = 2 x 5 knm perm. Q = 2 x 11 kn perm. A = 2 x 22 kn oad according to DIN EN Deflection is f > l/0 Dead load Concrete load Q 1 = 0.30 kn/m 2 Q 2.b = 24.5 kn/m 3 x d [m] B b Equivalent load: concreting Q 4 = 0.10 x Q 2.b 0.75 Q kn/m 2 Equivalent load: working conditions Q 2.p = 0.75 kn/m 2 Total load Q = Q 1 + Q 2.b + Q 2.p + Q 4 83

86 Slab Table VT Table Module, = 4.00 m Table Module = 4.00 m Width of Influence EB [m] VT 200/215 x 400 VT 2/265 x Version 1 Version * 0.40* 0.35** * 0.60* 0.** Note: Intermediate values of the permissible loads and resultant leg loads can be linearly interpolated. Safety instructions: *Stability is no longer given in case of slabs thicker than *0.30 m, **0.15 m. Concreting must therefore be carried out in several pours or layers, or additional supports at the table edges are to be provided. Version 1 EB = Table Width + Filler d Version 2 d Perm. Slab Thickness d [m] Actual eg oad [kn] Perm. Slab Thickness d [m] Actual eg oad [kn]

87 Slab Table VT Table Module, = 5.00 m Table Module = 5.00 m Width of Influence EB [m] VT 200/215 x 0 VT 2/265 x Version * 0.40* 0.35** * 0.40* 0.35** * 0.55* 0.45** Note: Intermediate values of the permissible loads and resultant leg loads can be linearly interpolated. For Version 3, the Table Swivel Head must be repositioned. Safety instructions: *Stability is no longer given in case of slabs thicker than *0.30 m, **0.15 m. Concreting must therefore be carried out in several pours or layers, or additional supports at the table edges are to be provided. Version 1 EB = Table Width + Filler d d d Version 2 Version 3 Perm. Slab Thickness d [m] Actual eg oad [kn] Perm. Slab Thickness d [m] Actual eg oad [kn] Perm. Slab Thickness d [m] Actual eg oad [kn] Version 2 Version

88 Slab Table VARIODECK eg oad [kn] Slab Table 4-legged Slab Thickness [m] 200 x x 400 eg oad 200 x 600 Width of Influence EB [m] 2 x Slab Table 6-legged Slab Thickness [m] x 600 Width of Influence EB [m] 2.70 eg oad x oad according to DIN EN 12812: Dead load Concrete load Equivalent oad Concreting Equivalent oad Working Operations Total load Q 1 = 0.70 kn/m 2 Q 2.b = 24.5 kn/m 3 x d [m] Q 4 = 0.10 x Q 2.b 0.75 kn/m 2 Q kn/m 2 Q 2.p = 0.75 kn/m 2 Q = Q 1 + Q 2.b + Q 2.p + Q 4 Note: Intermediate values of the permissible loads and resultant leg loads can be linearly interpolated. Maximum deflection in accordance with DIN 18218, Table 3, ine 7. Deflection in accordance with DIN 18202, Table 3, ine / / 21 / / / /

89 Slab Table Compensations VARIODECK, Table Module VT Permissible span [m] for infill areas max. 10 cm max. 10 cm Deflection max. l/300 ongitudinal infill Slab Thickness [m] FinPly 19 mm Birch 19 mm Birch / Finply 21 mm Top view 4 cm 4 cm cm Permissible span B [m] for infill areas Deflection if necessary greater than I/300 Slab Thickness [m] FinPly 19 mm B1 B2 B3 Birch 19 mm Birch / Finply 21 mm Transverse infill B FinPly 19 mm Birch / FinPly 21 mm FinPly 19 mm Birch / FinPly 21 mm Top view cm B1 B2 B2 B3 B 7.5 cm 87

90 SKYDECK With Drophead SFK Main Beam ST 225 Main Beam ST 1 Panel Span c 1. m Panel Span c 0.75 m Panel Span c 1. m Panel Span c 0.75 m Slab Thickness d [m] oad q* [kn/m²] Prop oad [kn] with centre support SSK Deflection ine** with centre support SSK Prop oad [kn] with centre support SSK Deflection ine** with centre support SSK Prop oad [kn] with centre support SSK Deflection ine** with centre support SSK Prop oad [kn] with centre support SSK Deflection ine** with centre support SSK *oad according to DIN EN 12812: Dead load Q 1 = 0.20 kn/m 2 Concrete load Equivalent load: concreting Equivalent load: working conditions Total load Q 2.b = 24.5 kn/m 3 x d [m] Q 4 = 0.10 x Q 2. b 0.75 kn/m 2 Q KN/m 2 Q 2.p = 0.75 kn/m 2 Q = Q 1 + Q 2.b + Q 2.p + Q 4 When calculating the prop load, the actual extension length may be used. The exact extension length of the prop when using the SKYDECK drophead is: Clear room height minus 0.41 m. Prop loads over 33.3 kn: Bolting on of Drophead for use with PEP Slab Props using 2 Bolts DIN EN ISO 4016 M12 x galv. nut. ** Deflection according to DIN 18202, assuming perfect levelling. 88

91 SKYDECK With Prophead SSK Main Beam ST 225 Main Beam ST 1 Panel Span c 1. m Panel Span c 0.75 m Panel Span c 1. m Panel Span c 0.75 m Slab Thickness d [m] oad q* [kn/m²] Prop oad [kn] with centre support SSK Deflection ine** with centre support SSK Prop oad [kn] with centre support SSK Deflection ine** with centre support SSK Prop oad [kn] with centre support SSK Deflection ine** with centre support SSK Prop oad [kn] with centre support SSK Deflection ine** with centre support SSK *oad according to DIN EN 12812: Dead load Concrete load Equivalent load: concreting Equivalent load: working conditions Q 1 = 0.20 kn/m 2 Q 2.b = 24.5 kn/m 3 x d [m] Q 4 = 0.10 x Q 2. b 0.75 kn/m 2 Q KN/m 2 Q 2.p = 0.75 kn/m 2 When calculating the prop load, the actual extension length may be used. The exact extension length of the prop when using the SKYDECK Prophead is: clear room height minus 0.33 m. Total load Q = Q 1 + Q 2.b + Q 2.p + Q 4 ** Deflection according to DIN 18202, assuming perfect levelling. 89

92 SKYDECK Panel System, Striking Guide Values Panel System 75 Slab Thickness d [m] oad q* [kn/m²] Prop oad [kn] ** Deflection to DIN 18202, ine ** Delection according to DIN Assuming perfect levelling. Calculation basis: *oad according to EN Dead load Concrete load Equivalent load: concreting Equivalent load: working conditions Total load Q 1 = 0.20 kn/m 2 Q 2.b = 24.5 kn/m 3 x d [m] Q 4 = 0.10 x Q 2.b 0.75 kn/m 2 Q kn/m 2 Q 2.p = 0.75 kn/m 2 Q = Q 1 + Q 2.b + Q 2.p + Q 4 Striking Time Guidelines* [Days] for Drophead System Slab Thickness d [m] Required concrete strength f ck,cube [N/mm 2 ] *Guide values for striking time [days] for panels and main beams at average curing temperature [ C] of The required concrete strength at the time of striking is decisive. It is to be calculated using suitable methods. Guidelines according to DIN 1045 must also be taken into account, e.g. curing. At least 1.88 cm²/m (Q 188) is necessary for the reinforcement layer. For systems without any middle support of the main beams, a live load of 1 kn/m² on the slab which has struck early, is to be considered. * Guide values according to eonhard for cement Z 35, CEM I 32.5 R. 90

93 SKYDECK Infill Areas, Forming Around Columns Perm. width B [m] of the infill area Perm. width of influence e B [m] for shuttering columns Slab Thickness d [m] Case 1 Fin Ply 21 mm Spruce 400 parallel/cross Case 2 Fin Ply 21 mm Spruce 400 parallel/cross Slab Thickness d [m] Panel 1 Panel 75 /0 = 3 mm /0 = 1.5 mm SRT-2 SPH SRT-2 SPH Note: Deflection single span beam B/300. Case 1 Filler Timber SPH or Edge Beam SRT-2 Case 2 Combihead SCK Filler Timber SPH or Edge Beam SRT-2 B B max. 10 cm e B Perm. span [m] of the edge main beams Girder used Slab Thickness [m] GT VT KH 10/ Perm. width B [m] of the infill area max m Filler Timber SPH or Edge Beam SRT-2 B Panel 1 or 75 91

94 Beams Beam Formwork UZ Permissible width of influence EB [m] for UZ Beam Bracket 40 depending on the beam depth and slab thickness Slab thickness d [m] 1 1 x GT Version 2 2 x VT x GT 24 Version 2 2 x VT x GT 24 Version Beam depth h [m] 2 2 x VT x GT 24 Version 2 2 x VT x GT 24 Version 2 3 x VT x GT 24 Version 2 3 x VT *1.29 * *1.35 *1.42 *1.02 * *1.23 *1.29 *0.94 * *1.13 *1.19 *0.86 * *1.04 *1.09 *0.77 *0.83 The above values relate to the load-bearing capacity of the UZ Beam Bracket 40, the vertical 8 x 8 cm timber and the secondary beams as they are shown on the drawings. Version 1: Side form with 1 or 2 GT 24 girders (vertical). d The max. deflection is l/0 *) vertical timber in the UZ 40 Bracket 10 x 8 cm! (instead of 8 x 8 cm) Depending on the formlining used, additional secondary beams may be needed. Separate structural calculations must be provided to show that the sub-structure can carry all resulting loads. The equivalent load (V/100) acting horizontally and the pressures arising on one side (e.g. the edge beam) are to be accommodated by suitable means provided by the contractor. h Version 2: Side form with 2 or 3 VT 20 girders (horizontal). d h Version 3: Packing of the beam soffit form. h d d = slab thickness h = beam depth 92

95 Beams Beam Waler UZR 190/1 Slab thickness d [cm] 1 / l 1 / C 1 [m] Cross Beam Main Beam: 2 x GT 24 Beam egs Spacing a GT 24 [m] 2 / l 2 / C 2 [m] /5.1/ /2.38/ /4.8/ /2.38/ /5.1/ /2.38/ /4.8/ /2.38/ /5.1/ /2.38/ /4.8/ /2.38/ /5.1/ /2.66/ /4.8/ /2.66/ /5.1/ /2.66/ /4.8/ /2.96/ *The beam load of 19.0 kn/iinear metre is based on a beam size of b = 61 cm, and h = 91 cm. Spindle load F spi [kn] Beam load F UZ [kn]* eg load F eg [kn] = F Spi + F UZ System: restrained at the top oad assumptions: Concrete load: 24.0 kn/m 3 Note: The deflection has been limited to l/360. ive load: Dead load: 2.45 kn/m 2 Slab Formwork 0.4 kn/m Beam Formwork 1.0 kn/linear metre Concreting is carried out simultaneously from the centre Supporting with MUTIPROP 2 C 2 l 2 C 2 a a a a a a a a a 1 C 1 l 1 p F UZ F Spindle F Spindle F eg F eg 93

96 Beams Stopend Angle AW Permissible width of influence EB [m] for Stopend Angle AW depending on the slab thickness, beam depth and type of fixing Substructure Slab thickness d [m] SKYDECK* Height of side formwork h [m] nailed to clamping nailed to clamping nailed to clamping nailed to clamping Formlining 21 mm nail with 8 nails Ø 3.1 mm (6 at the front and 2 at the back). * Using the Guardrail Post AW on SKYDECK panels is not permissible. Separate structural calculations must be provided to show that the sub-structure can carry all resulting loads. The equivalent load (V/100) acting horizontally and the pressures arising on one side (e.g. the edge beam) are to be accommodated by suitable means provided by the contractor. 1. Stopend for Slab Formwork 2. Slab with Edge Beam 3. Slab with T-Beam h h h d Timber Girder Timber Girder Formlining Timber Timber Formlining Timber Timber Formlining SKYDECK* 21 mm Girder Girder SKYDECK* 21 mm Girder Girder SKYDECK* 21 mm Timber Girder Timber Girder Sub- Structure Slab thickness d [m] Height of side formwork h [m] nailed to clamping nailed to clamping nailed to clamping Formlining Timber Timber Formlining Timber Timber SKYDECK* 21 mm Girder Girder SKYDECK* 21 mm Girder Girder SKYDECK* Formlining 21 mm Timber Girder Timber Girder 94

97 Slab Props According to DIN 4424 Steel props with extension mechanism according to DIN The usable resistance, i.e. the normal loading capacities for props are: For N-Props (normal type): For G-Props (heavy type): Where: I = actual extension length [m] perm. F N = 40 max I l in kn but 2 perm. F N 30 kn perm. but perm. F G = 60 F G 35 kn max I l 2 in kn max I = maximum extension length [m] according to prop size (see DIN 4424) Permissible prop load [kn] according to DIN 4424 Perm. prop load [kn] Extension length l [m] DS 260N DS 300N DS 3N DS 410G DS 490G DS 5G The given adjusting lengths are approximate values according to the manufacturer H H H

98 Slab Props PEP Ergo B Permissible prop load [kn] PEP Ergo B-300 PEP Ergo B-3 Extension length [m] = m Outer tube Inner tube = m Outer tube Inner tube Note: PERI PEP Ergo B-300 and PEP Ergo B-3 Props meet the load-bearing capacity requirements of Prop Class B as stipulated in DIN EN General Building Inspectorate Approval Z issued by the German Institute for Building Technology (DIBt). 96

99 Slab Props PEP Ergo B with Base MP Permissible prop load [kn] Overall height [m] (prop extension + cm) PEP Ergo B-300 = m Outer tube Inner tube PEP Ergo B-3 = m Outer tube Inner tube

100 Slab Props PEP Ergo D Permissible prop load [kn] PEP Ergo D-1 PEP Ergo D-2 PEP Ergo D-3 PEP Ergo D-400 PEP Ergo D-0 Extension length [m] = m Outer tube Inner tube = m Outer tube Inner tube = m Outer tube Inner tube = m Outer tube Inner tube = m Outer tube Inner tube Note: PERI PEP Ergo D-1, PEP Ergo D-2, PEP Ergo D-3, PEP Ergo D-400 and PEP Ergo D-0 Props fulfil Prop Class D load-bearing capacity requirements of DIN EN In addition, the PEP Ergo D-2 Prop fulfils Prop Class B requirements as stipulated in DIN EN General Building Inspectorate Approval Z for PERI PEP Ergo D-1 and PEP Ergo D-2. General Building Inspectorate Approval Z for PERI PEP Ergo D-3, PEP Ergo D-400 and PEP Ergo D-0. 98

101 Slab Props PEP Ergo D with Base MP Permissible prop load [kn] Overall height [m] (prop extension + cm) PEP Ergo D-2 = m Outer tube Inner tube PEP Ergo D-3 = m Outer tube Inner tube PEP Ergo D-400 = m Outer tube Inner tube PEP Ergo D-0 = m Outer tube Inner tube

102 Slab Props PEP Ergo E PEP Ergo E with Base MP Permissible prop load [kn] Extension length [m] PEP Ergo E-300 = m Outer tube Inner tube PEP Ergo E-400 = m Outer tube Inner tube Permissible prop load [kn] Overall height [m] (prop extension + cm) PEP Ergo E-300 = m Outer tube Inner tube PEP Ergo E-400 = m Outer tube Inner tube Note: PERI PEP Ergo E-300 and PEP Ergo E-400 Props fulfil Prop Class E load-bearing capacity requirements of DIN EN General Building Inspectorate Approval Z of the German Institute for Building Technlogy (DIBt). 100

103 Slab Props PEP 10 Permissible prop load [kn] Extension length [m] PEP 10-2 A = m PEP A = m PEP 10-3 A = m PEP A = m Note: PERI PEP 10-2 A, PEP A, PEP 10-3 A and PEP A Props fulfil Prop Class A load-bearing capacity requirements of DIN EN The permissible values are valid when using the outer and inner tubes. 101

104 Slab Props PEP 20 Permissible prop load [kn] Extension length [m] PEP 20 N 260* = m Outer tube Inner tube PEP = m Outer tube Inner tube PEP 20-3 = m Outer tube Inner tube PEP = m Outer tube Inner tube PEP 20-0 = m Outer tube Inner tube All PEP 20 Props correspond to Class D of DIN EN 1065, i. e. the permissible load for all extension lengths is a minimum of 20 kn. When using PERI Slab Tables, the permissible load for all PEP 20 Props is a minimum of 30 kn over the entire extension lengths due to the clamping in the Table Swivel Head or UNIPORTA Head. *For the N Props, a use of the inner tube at the is only possible in connection with PERI Slab Tables or SKYDECK (bolted head). 102

105 Slab Props PEP 20 with Base MP Permissible prop load [kn] Overall height [m] (prop extension + cm) PEP 20 N 260* = m Outer tube Inner tube PEP = m Outer tube Inner tube PEP 20-3 = m Outer tube Inner tube PEP = m Outer tube Inner tube PEP 20-0 = m Outer tube Inner tube *For the N Props, a use of the inner tube at the is only possible in connection with PERI Slab Tables or SKYDECK (bolted head). 103

106 Slab Props PEP 30 Permissible prop load [kn] PEP 30-1 PEP 30-2 PEP PEP 30-3 PEP Extension length [m] = m Outer tube Inner tube = m Outer tube Inner tube = m Outer tube Inner tube = m Outer tube Inner tube = m Outer tube Inner tube All PEP 30 Props correspond to Class E of DIN EN 1065, i. e. the permissible load for all extension lengths is a minimum of 30 kn. When using PERI Slab Tables, the permissible load for all PEP 30 Props is a minimum of 40 kn (PEP 30-1 = 35 kn) over the entire extension lengths due to the clamping in the Table Swivel Head or UNIPORTA Head. 104

107 Slab Props PEP 30 with Base MP Permissible prop load [kn] Overall height [m] (prop extension + cm) PEP 30-2 = m Outer tube Inner tube PEP = m Outer tube Inner tube PEP 30-3 = m Outer tube Inner tube PEP = m Outer tube Inner tube

108 Slab Props MUTIPROP 2, 3, 480, 625 Permissible prop load [kn] Extension length [m] MP 2 = m Outer tube Inner tube MP 3 = m Outer tube Inner tube MP 480 = m Outer tube Inner tube MP 625 = m Outer tube Inner tube MUTIPROPs are classified according to offical approval as follows: MP 2 = Class T 25 MP 480 = Class D MP 3 = Class R 35 MP 625 = Class D Note: To release the loads > 60 kn, we recommend using the HD Wingnut Spanner, Item no When using PERI Slab Tables, the permissible load of the MUTIPROP MP Prop is a minimum of 56 kn and a minimum of 36 kn for the MP 480 over the entire extension length which is due to the clamping in the Table Swivel Head or UNIPORTA Head

109 Slab Props MUTIPROP 2, 3, 480, 625 With Base MP Permissible prop load [kn] Overall height [m] (prop extension + cm) MP 2 + MP = m Outer tube Inner tube MP 3 + MP = m Outer tube Inner tube MP MP = m Outer tube Inner tube MP MP = m Outer tube Inner tube Note: To release the loads > 60 kn, we recommend using the HD Wingnut Spanner, Item no

110 HD 200 Heavy-Duty Prop Restrained at the Top Prop Sections HDS Alu Permissible prop load [kn] according to the type test. HDT HDK 45 max. 386 HDS Alu max Prop normal force perm. N [kn] H HDS Alu max. 2 x 900 max. 2 x 300 HDA Wind load with dynamic pressure q ➊ q = 1.3 kn/m 2 ➋ q = 0.9 kn/m 2 ➌ q = 0.5 kn/m 2 ➍ q = 0.2 kn/m 2 ➎ q = 0.0 kn/m ➊ ➋ ➌ ➍ ➎ Prop height h [m] Intermediate values as a result of other wind loads may be determined by linear interpolation between the carrying capacity curves. 108

111 HD 200 Heavy-Duty Prop Restrained at the Top Prop Sections HDSS Steel Permissible prop load [kn] according to the type test. HDT HDK 45 max. 386 HDSS Steel HDSS Steel max. 2 x 900 max m max. 2 x 300 HDA max. 345 H Wind load with dynamic pressure q 200 ➊ q = 1.3 kn/m 2 ➋ q = 0.9 kn/m 2 ➌ q = 0.5 kn/m 2 ➍ q = 0.2 kn/m 2 ➎ q = 0.0 kn/m 2 ➊ Prop normal force perm. N [kn] ➋ ➌ ➍ ➎ Prop height h [m] Intermediate values as a result of other wind loads may be determined by linear interpolation between the carrying capacity curves. 109

112 PERI UP Rosett Shoring Tower Restrained at the Top, h m Application conditions restrained at the top without additional ledgers in the top and units horizontal cross strut min. every 9 m Head Spindle or Cross Forkhead h m q = 0.5 Perm. leg load h [m] F V [kn] Ground plan [m] 1.5 x 2.0 x 2.5 x 3.0 x F V [kn] all ground plans Ground plan Head Spindle or Cross Forkhead TR / Adj. Base Plate UJB 38 / F V FV F V F V h m [kn/m 2 ] q = 0.8 Impact Pressure For this area please refer to Attechments T1 + T2 of the type test. without wind, q =

113 PERI UP Rosett Shoring Tower Restrained at the Top, h m, with Additional edgers Application conditions restrained at the top with additional ledgers in the top and units horizontal cross strut min. every 9 m Head Spindle or Cross Forkhead h m q = 0.5 Perm. leg load h [m] F V [kn] Ground plan [m] 1.5 x 2.0 x 2.5 x 3.0 x F V [kn] all ground plans Ground plan Head Spindle or Cross Forkhead TR / Adj. Base Plate UJB 38 / F V F V F V F V h m [kn/m 2 ] q = 0.8 Impact Pressure For this area please refer to Attechments T3 + T4 of the type test. without wind, q =

114 PERI UP Rosett Shoring Tower Restrained at the Top, h m, with Spindle Section Application conditions restrained at the top with additional ledgers in the top and units and above the spindle section horizontal cross strut min. every 9 m and directly below the spindle section Head Spindle or Cross Forkhead h m Ground plan Head Spindle or Cross Forkhead TR / Adj. Base Plate UJB 38 / F V F V F V F V h m q = 0.5 [kn/m 2 ] q = 0.8 Impact Pressure Perm. leg load h [m] F V [kn] Ground plan [m] 1.5 x 2.0 x 2.5 x 3.0 x without wind, q = 0 F V [kn] all ground plans

115 PERI UP Rosett Shoring Tower Unrestrained, 1.5 m x 1.5 m, h 8.39 m, with Additional edgers Application conditions unrestrained at the top with wind with additional ledgers in the top and units Head Spindle or Cross Forkhead height h 8.39 m Perm. leg load F V [kn] µ= 0.3 Minimum load against sliding F H [kn] F V F V F V F V F H F H Cross Forkhead TR / Adj. Base Plate UJB 38 / F V F H 1. F V F H F H 1. F H 1. Wind on the tower Standard units Height adjustment* h 8.39 m *valid for all Rosett towers 113

116 PERI UP Rosett Shoring Tower Restrained at the Top, h m, with Additional Frames Application conditions restrained at the top tower base 1.5 m x 1.5 m up to 3.0 m x 3.0 m without additional ledgers in the top and units horizontal cross strut min. every 9 m maximum 2 additonal frames per side possible x = edger UH 25 to UH 1, bays are not braced from h = 8.33 m, crossed diagonal braces in top and units tower and additional frames to be braced with edger Brace UB Head Spindle or Cross Forkhead h m Ground plan 1.5 m 3.0 m Tower Base braced not braced 1.5 m 3.0 m X X 1.5 m 1.5 m F V F V F V F V q = 0.5 [kn/m 2 ] q = 0.8 Impact Pressure Perm. leg load h [m] F V [kn] Tower Base [m] 1.5 x 2.0 x 2.5 x 3.0 x without wind, q = 0 F V [kn] all ground plans Head Spindle or Cross Forkhead TR / Adj. Base Plate UJB 38 / 30 h m Permissible leg loads on request

117 PERI UP Rosett Shoring Tower Restrained at the Top, h m, with Additional edgers, with Additional Frames Application conditions restrained at the top ground plan 1.5 m x 1.5 m up to 3.0 m x 3.0 m with additional ledgers in the top and units horizontal cross strut min. every 9 m maximum 2 additonal frames per side possible x = edger UH 25 to UH 1, bays are not braced from h = 8.33 m, crossed diagonal braces in top and units tower and additional frames to be braced with edger Brace UB Head Spindle or Cross Forkhead h m Ground plan 1.5 m 3.0 m Tower Base braced not braced 1.5 m 3.0 m X X 1.5 m 1.5 m F V F V F V F V q = 0.5 [kn/m 2 ] q = 0.8 Impact Pressure Perm. leg load h [m] F V [kn] Tower Base [m] 1.5 x 2.0 x 2.5 x 3.0 x without wind, q = 0 F V [kn] all ground plans Head Spindle or Cross Forkhead TR / Adj. Base Plate UJB 38 / 30 h m Permissible leg loads on request

118 ST 100 Stacking Tower Free-Standing, with Head Spindle Application conditions (D1) free-standing with wind with diagonal bracing h 5.29 m Perm. leg load 60.0 F V [kn] F V F H F V F H Head Spindle TR / ,4 permissible usable resistance µ = 0.2 µ = 0.4 minimum load against sliding F H [kn] Wind on the tower h 5.29 m sk 340 sf 290 Base Spindle TR / Application conditions (D2) free-standing with wind with diagonal bracing h 7.29 m Perm. leg load 60.0 F V [kn] F H F V F H F V Head Spindle TR / permissible usable resistance µ = 0.2 minimum load against sliding µ = F H [kn] Wind on the tower h 7.29 m sk 340 sf 290 Base Spindle TR / 116

119 ST 100 Stacking Tower Restrained at the Top, with Head Spindle Application conditions (D3) restrained at the top with/without wind h 5.29 m: 1 diagonal strut each at the top and 5.29 m < h 8.29 m: 2 diagonal struts each at the top and 8.29 m < h m: 3 diagonal struts each at the top and plus horizontal cross strut at approx. h/2 Perm. leg load 53.8 kn / eg without wind 52.6 kn / eg with wind 53.5 kn / eg without wind 51.6 kn / eg with wind F V F V F V F V 53.5 kn / eg without wind 48.5 kn / eg with wind F V F V F V F V F V F V F V F V F V [kn] without wind with wind 48.5 h [m] Application conditions (D4) restrained at the top without diagonal bracing with/without wind h 8.29 m h 5.29 m: h 5.29 m 8.29 m: h 8.29 m m: 2 diagonal struts each at the top and. 1 diagonal strut each at the top and. F V F V 3 diagonal struts each at the top and. Plus horizontal cross strut at h/2. Head Spindle TR / Perm. leg load F V [kn] without wind with wind h [m] Wind on the tower h 8.29 m sk 340 sf 290 Base Spindle TR / 117

120 ST 100 Stacking Tower Free-Standing, with Cross Forkhead Application conditions (D5) free-standing with wind with diagonal bracing h 5.29 m Perm. leg load F H F V F H F V Cross Forkhead TR /.0 F V [kn] F V [kn] 39.0 permissible usable resistance µ = permissible usable resistance µ = 0.2 µ = 0.4 µ = 0.4 minimum load against sliding Application conditions (D6) free-standing with wind with diagonal bracing h 7.29 m Perm. leg load 38.6 minimum load against sliding F H [kn] F H [kn] Wind on the tower Wind on the tower F H F V F H F V h 5.29 m h 7.29 m sf 290 sk 340 sf 290 sk 340 Base Spindle TR / Cross Forkhead TR / Base Spindle TR / 118

121 ST 100 Stacking Tower Restrained at the Top, with Cross Forkhead Application conditions (D7) restrained at the top with/without wind h 5.29 m: 1 diagonal strut each at the top and 5.29 m < h 8.29 m: 2 diagonal struts each at the top and 8.29 m < h m: 3 diagonal struts each at the top and plus horizontal cross strut at approx. h/2 Perm. leg load 44.3 kn / eg without wind 42.7 kn / eg with wind 43.7 kn / eg without wind 41.5 kn / eg with wind F V F F V V F V 43.3 kn / eg without wind 39.1 kn / eg with wind F V F F V V F V F V F V F V F V 46.0 F V [kn] without wind with wind h [m] Application conditions (D8) restrained at the top without diagonal bracing with/without wind h 8.29 m h 5.29 m: h 5.29 m 8.29 m: h 8.29 m m: 2 diagonal struts each at the top and. 1 diagonal strut each at the top and. F V F V 3 diagonal struts each at the top and. Plus horizontal cross strut at h/2. Cross Forkhead TR / Perm. leg load 46.0 F V [kn] sk without wind with wind h [m] Wind on the tower h 8.29 m sf 290 Base Spindle TR / 119

122 ST 100 Stacking Tower Restrained at the Top, m h m, with Head Spindle Supplement for (D3) restrained at the top with/without wind with diagonal bracing all around 2 horizontal cross struts at every h/3 Perm. leg load F V [kn] without wind with wind h [m] F V F V Head Spindle TR / sf 300 Wind on the tower h = m sk 340 Base Spindle TR / 120

123 ST 100 Stacking Tower Restrained at the Top, m h m, with Cross Forkhead Supplement for (D7) restrained at the top with/without wind with diagonal bracing all around 2 horizontal cross struts at every h/3 Perm. leg load F V [kn] without wind with wind , h [m] F V F V sf 300 sk 340 Cross Forkhead TR / Wind on the tower h = m Base Spindle TR / 121

124 PD 8 Slab Table Restrained at the Top, with Base Spindle Application conditions restrained at the top with base restraint frame spacing 1.25 m 2.00 m Wind on the tower F V F V Tower height H Wind on the tower F V F V Frame level Bracing plane Tower height [m] Perm. leg load for frame spacing 1.25 m to 2.00 m [kn] in accordance with EN S K 30 cm, S F 30 cm S K 30 cm, S F cm S K 30 cm, S F 80 cm without wind with wind without wind with wind without wind with wind q = 0 kn/m 2 q = 0.5 kn/m 2 q = 0.8 kn/m 2 q = 0 kn/m 2 q = 0.5 kn/m 2 q = 0.8 kn/m 2 q = 0 kn/m 2 q = 0.5 kn/m 2 q = 0.8 kn/m Spindle configuration Head Spindle Cross Head Spindle TR 48-75/47 or Spindle Tube TR 48-75/40 with Head Plate for an extension length of up to S K 30 cm. Head Spindle/ Head Plate SK Base Spindle Spindle Tube TR 48-75/40 with End Plate or Spindle Tube TR /80 with End Plate for an extension length of up to S F cm. Spindle Tube TR /80 with End Plate for an extension length of up to S F 80 cm. Base Spindle SF 122

125 PD 8 Slab Table Restrained at the Top, with Base Spindle Application conditions restrained at the top with base restraint frame spacing 2. m 3. m Wind on the tower F V F V Tower height H Wind on the tower F V F V Frame level Bracing plane Tower height [m] Perm. leg load for frame spacing 2. m to 3. m [kn] in accordance with EN S K 30 cm, S F 30 cm S K 30 cm, S F cm S K 30 cm, S F 80 cm without wind with wind without wind with wind without wind with wind q = 0 kn/m 2 q = 0.5 kn/m 2 q = 0.8 kn/m 2 q = 0 kn/m 2 q = 0.5 kn/m 2 q = 0.8 kn/m 2 q = 0 kn/m 2 q = 0.5 kn/m 2 q = 0.8 kn/m Spindle configuration Head Spindle Cross Head Spindle TR 48-75/47 or Spindle Tube TR 48-75/40 with Head Plate for an extension length of up to S K 30 cm. Base Spindle Spindle Tube TR 48-75/40 with End Plate or Spindle Tube TR /80 with End Plate for an extension length of up to S F cm. Spindle Tube TR /80 with End Plate for an extension length of up to S F 80 cm. Head Spindle/ Head Plate SK Base Spindle SF 123

126 General Tables and Formulae Maximum Deflection General oad Case Support Forces Q = Total oad q = Continuous oad P = Concentrated oad Bending Moment A q f B A = B = 0.5 q max M = q 2 f = 5 q E I A Q f B A = Q B = Q max M = Q f = 5 Q E I A Q 2 f Q 2 B A = B = 0.0 Q max M = Q f = 3 Q E I A Q f B A = B = 0.0 Q max M = Q f = Q 3 60 E I qa A Q f qa B A = q A q B B = q A q B max M = Q f = 5 Q E I A 2 P f 2 B A = B = 0.0 P max M = 0.20 P f = P 3 48 E I A 3 P 3 f P 3 B A = B = P max M = P f = 23 P E I A c P a f P c B P c A = B = P max M = P c f = (3 2-4c 2 ) 24 E I 124

127 For Conifer Timber q [kn/m] Q [kn] c, [m] I [cm 4 ] E = N/mm 2 => f [mm] Maximum Deflection Rectangular Cross-Section [N/mm 2 ] c, [m] E = N/mm 2 h [cm] => f [mm] M [knm] c, [m] => I [cm 4 ] I required for Timber For perm. f = /300 For perm. f = /200 M [knm] c, [m] => I [cm 4 ] q f = f = 2 I = 313 max M I = 208 max M I 0.48 h Q f = f = 2 I = 306 max M I = 204 max M I h Q f = f = 2 I = 338 max M I = 225 max M I h Q f = f = 2 I = 300 max M I = 200 max M I 0. h Q f = f = 2 I = 309 max M I = 206 max M I h P f = f = 2 I = 2 max M I = 167 max M I 0.60 h P f = f = 2 I = 319 max M I = 213 max M I 0.47 h P c (3 f = (3 2-4c 2 ) f = (3 2-4c 2 ) I = 125 max M 2-4c 2 ) I = 83 max M I 1.20 h (3 2-4c 2 ) 125

128 General Tables and Formulae Maximum Deflection General oad Case Support Forces Q = Total oad q = Continuous oad P = Concentrated oad Bending Moment A 4 P P 4 4 f P 4 B A = B = 1.0 P max M = 0.00 P f = 19 P E I A f q B A = Q B = Q M B = q 2 max M = q 2 f = q E I A Q f B A = Q B = Q M B = Q max M = Q f = Q E I f q B B = q M B = q 2 f = q 4 8 E I f Q B B = Q M B = Q f = Q 3 15 E I A 5 P 5 P 5 f P 5 P 5 1) B A = B = 2 P max M = 0.6 P f = 63 P E I A f 1 q c A a f P f 2 b B B P b A = B = P a c) A = q c 1 + ( 2 ) B = - q c 2 2 P b (3 f 2-4b 2 ) P a b 48 E I max M = f with x = 2 q c f 1 = 3 (4 + 3c) 24 E I M A = q c 2 q f 2 = - 2 c 2 32 E I 126

129 For Conifer Timber q [kn/m] Q [kn] c. [m] I [cm 4 ] E = N/mm 2 => f [mm] Maximum Deflection Rectangular Cross-Section [N/mm 2 ] c. [m] E = N/mm 2 h [cm] => f [mm] M [knm] c. [m] => I [cm 4 ] I required for Timber For perm. f = /300 For perm. f = /200 M [knm] c. [m] => I [cm 4 ] P f = f = 2 I = 297 max M I = 198 max M I 0.5 h q f = B f = 2 I = 231 max M I = 154 max M I h Q f = B f = 2 I = 240 max M I = 160 max M I 1.40 h q f = B f = 2 I = 375 M B I 0.20 h Q f = B f = 2 I = 300 M B I 0.25 h P f = f = 2 I = 315 max M I = 210 max M I h P b (3 f b 2 ) max M (3 f = (3 2-4b 2 ) I b 2 ) max M (3 I b 2 ) I 2.4 a h a a q c f 1 = (4 + 3c) I q f 2 = c 2 I A c f 1 = (4 + 3c) 0.60 h A f 2 = h I 1 = 125 M A (4 + 3c) 127

130 General Tables and Formulae Maximum Deflection General oad Case Support Forces Q = Total oad q = Continuous oad P = Concentrated oad Bending Moment f 1 c A q f 2 B A = B = 0.5 q max M = q 2 f 1 = - f 2 = q 3 c 24 E I 5 q E I q A = Q + c 2 M A = q c 2 q c f 1 = 3 (4 + 3c) - q 3 c 24 E I f 1 c A Q = q( + c) f 2 B B = Q - c 2 max M = 0.5 B 2 q q f 2 2 (5 2-12c 2 ) 384 E I f 1 P c A f 2 B A = P B = - P + c c M A = - P c P c f 1 = 2 ( + c) 3 E I P f 2 = - 2 c 15.6 E I f 1 c A 2 P f 2 2 B A = B = 0.5 P max M = 0.25 P P f 1 = - 2 c 16 E I P f 2 = 3 48 E I f 1 P c A f 2 B c P f 1 A = B = P M A = M B = max M = - P c P c f 1 = 2 (1.5 + c) 3 E I P f 2 = - 2 c 8 E I f 1 q c A f 2 q B c f 1 A = B = q c M A = M B = max M = q c 2 q c f 1 = 3 (6 + 3c) 24 E I q f 2 = - 2 c 2 16 E I f 1 c A q f 2 B c f 1 q f 1 = - 3 c 24 E I A = B = 0.5 q max M = q 2 5 q f 2 = E I f 1 c A q f 2 B c f 1 A = B = 0.5 q ( + 2c) M A = M B = q c 2 ( 2 c 2 2 ) max M = q - 8 c f 1 = q c 2 (6 + 3c) E I q f 2 = 2 (5 2-24c 2 ) 384 E I 128

131 For Conifer Timber q [kn/m] Q [kn] c. [m] I [cm 4 ] E = N/mm 2 => f [mm] f 1 = f 2 = q 3 c q c f 1 = 3 (4 + 3c) - q 3 c I q f 2 = (5 2-12c 2 ) I Maximum Deflection I q 4 I Rectangular Cross-Section [N/mm 2 ] c. [m] E = N/mm 2 h [cm] => f [mm] f 1 = f 2 = A c 0.15 h h ( 3 c) f 1 = c(4 + 3c) h f 2 = A 2 (5 2-12c 2 ) 0.96 c 2 h M [knm] c. [m] => I [cm 4 ] I 2 = 313 max M I 1 = 125 M A I 2 = 15.6 M A I required for Timber For perm. f = /300 For perm. f = /200 c 2 (4 + 3c) - 3 c 2 (5 2-12c 2 ) c 2 M [knm] c. [m] => I [cm 4 ] I 2 = 208 max M I 2 = 10.4 M A (5 2-12c 2 ) c 2 P c f 1 = ( + c) I P f 2 = c I A c f 1 = ( + c) 0.15 h A f 2 = h I 1 = 0 M A ( + c) P f 1 = c I P f 2 = I f 1 = - f 2 = c 0.20 h h I 2 = 2 max M I 2 = 167 max M P c f 1 = (1.5 + c) I P f 2 = c I q c f 1 = (6 + 3c) I q f 2 = c 2 I q f 1 = c I q f 2 = I [ ] q c f 1 = c 2 (6 + 3c) - 3 I q f 2 = 26 2 (5 2-24c 2 ) I A c f 1 = (1.5 + c) 0.15 h A f 2 = h A c f 1 = (6 + 3c) 0.60 h f 2 = f 1 = - f 2 = A A h c 0.15 h h [ ] 3 c f 1 = c(6 + 3c) 0.60 h A f 2 = 2 (5 2-24c 2 ) 0.96 c 2 h I 1 = 0 M A (1.5 + c) I 1 = 125 M A (6 + 3c) I 2 = 313 max M I 2 = 208 max M I 1 = 125 M A c 2 (6 + 3c) - 3 c 2 I 2 = 15.6 M A (5 2-24c 2 ) I 2 = 10.4 M A c 2 c 2 129

132 General Tables and Formulae Maximum Deflection General oad Case 1 A 1 q I B C Unfavourable oading Support Forces Q = Total oad q = Continuous oad P = Concentrated oad A = C = q B = 1.25 q A = C = q B = 1.25 q Bending Moment M 1 = q 2 M I = q 2 f 1 = M 1 = q 2 M I = q 2 f 1 = q 4 E I q 4 E I A 1 I B 2 I C 1 q D A = D = 0.4 q B = C = 1.1 q M 1 = q 2 M 2 = q 2 M I = q 2 f 1 = f 1 = q 4 E I q 4 E I Unfavourable oading 1 2 I II A B C 2 1 q I D E A = D = 0.45 q B = C = 1.20 q A = E = q B = D = q C = q M 1 = q 2 M 2 = q 2 M I = q 2 M 1 = q 2 M 2 = q 2 M I = q 2 M II = q 2 f 1 = f 2 = f 1 = f 2 = q 4 E I q 4 E I q 4 E I q 4 E I Unfavourable oading A = E = P B = D = q C = q M 1 = q 2 M 2 = q 2 M I = q 2 M II = q 2 f 1 = f 2 = q 4 E I q 4 E I A 1 I B 2 II C 3 II D 2 I E 1 q F A = F = q B = E = q C = D = q M 1 = q 2 M 2 = q 2 M 3 = q 2 M I = q 2 M II = q 2 f 1 = f 2 = f 3 = q 4 E I q 4 E I q 4 E I Unfavourable oading I II III II A B C D E 2 I F 1 q G A = F = q B = E = q C = D = q A = G = q B = F = q C = E = q D = q M 1 = q 2 M 2 = q 2 M 3 = q 2 M I = q 2 M II = q 2 M 1 = q 2 M 2 = q 2 M 3 = q 2 M I = q 2 M II = q 2 M III = q 2 f 1 = f 2 = f 3 = f 1 = f 2 = f 3 = q 4 E I q 4 E I q 4 E I q 4 E I q 4 E I q 4 E I A 1 I B 2 II C 3 4 III D 3 III E II F 2 A = H = q B = G = q C = F = q D = E = q 1 q I G H M 1 = q 2 M 2 = q 2 M 3 = q 2 M 4 = q 2 M I = q 2 M II = q 2 M III = q 2 f 1 = f 2 = f 3 = f 4 = q 4 E I q 4 E I q 4 E I q 4 E I 130

133 For Conifer Timber q [kn/m] Q [kn] c. [m] I [cm 4 ] E = N/mm 2 => f [mm] Maximum Deflection Rectangular Cross-Section [N/mm 2 ] c. [m] E = N/mm 2 h [cm] => f [mm] M [knm] c. [m] => I [cm 4 ] I required for Timber For perm. f = /300 For perm. f = /200 M [knm] c. [m] => I [cm 4 ] f 1 = 54 q 4 1 f 1 = I 0.65 h I 1 = 230 M 1 I 1 = 153 M 1 f 1 = 92 q 4 1 f 1 = I 0.52 h I 1 = 288 M 1 I 1 = 193 M 1 f 1 = f 2 = 68 q 4 I 5.2 q 4 I f 1 = f 2 = h h I 1 = 258 M 1 I 2 = 62 M 2 I 1 = 172 M 1 I 2 = 42 M 2 f 1 = f 2 = 99 q 4 I 67.5 q 4 I f 1 = f 2 = h h I 1 = 293 M 1 I 2 = 270 M 2 I 1 = 195 M 1 I 2 = 180 M 2 f 1 = f 2 = 65 q 4 I 19 q 4 I f 1 = f 2 = h h I 1 = 253 M 1 I 2 = 157 M 2 I 1 = 168 M 1 I 2 = 104 M 2 f 1 = f 2 = 97 q 4 I 73.8 q 4 I f 1 = f 2 = h h I 1 = 292 M 1 I 2 = 275 M 2 I 1 = 195 M 1 I 2 = 183 M 2 f 1 = f 2 = f 3 = 65 q 4 I 15 q 4 I 32 q 4 I f 1 = f 3 = h h I 1 = 2 M 1 I 2 = 136 M 2 I 3 = 208 M 3 I 1 = 167 M 1 I 2 = 90 M 2 I 3 = 139 M 3 f 1 = f 2 = f 3 = 97 q 4 I 73 q 4 I 81 q 4 I f 1 = f 3 = h h I 1 = 291 M 1 I 2 = 278 M 2 I 3 = 284 M 3 I 1 = 194 M 1 I 2 = 185 M 2 I 3 = 189 M 3 f 1 = f 2 = f 3 = 65 q 4 I 16 q 4 I 28 q 4 I f 1 = f 3 = h h I 1 = 247 M 1 I 2 = 141 M 2 I 3 = 194 M 3 I 1 = 165 M 1 I 2 = 94 M 2 I 3 = 129 M 3 f 1 = f 2 = f 3 = 65 q 4 I 16 q 4 I 29 q 4 I f 1 = f 3 = h h I 1 = 246 M 1 I 2 = 142 M 2 I 3 = 198 M 3 I 4 = 178 M 4 I 1 = 164 M 1 I 2 = 95 M 2 I 3 = 132 M 3 I 4 = 118 M 4 f 4 = 24 q 4 I 131

134 General Tables and Formulae 132

135 133

136 General Tables and Formulae 134

137 135

138 General Tables and Formulae 136

139 137

140 General Tables and Formulae 138

141 139

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