Rothoblaas - Wood screws and connectors Strana 64
Nabídka komerčních zákazníků **Nejlépe prodávané z RothoBlaas Deutschland
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STATIC VALUES | HARDWOOD CHARACTERISTIC VALUES EN 1995:2014 SHEAR geometry timber-to-timber panel-to-timber(1) TENSION thin steel-timber plate(2) thick steel-timber plate(3) thread withdrawal(4) head pull-through (5) A L b d1 A RV,k RV,k Rax,k Rhead,k [kN] [kN] [kN] [kN] 5,33 6,80 4,15 5,67 8,16 4,15 6,01 9,52 4,15 6,35 10,88 4,15 6 80 50 30 3,21 6 100 60 40 3,61 6 120 70 50 3,61 6 140 80 60 3,61 1,71 1,71 1,71 1,71 4,61 4,95 5,14 6 160 90 70 3,61 6,69 12,24 4,15 8 120 70 50 5,35 2,39 7,31 9,02 12,69 5,20 8 140 80 60 5,43 2,39 7,76 9,47 14,50 5,20 8 160 90 70 5,43 8 180 100 80 5,43 8 200 100 100 5,43 8 220 100 120 5,43 8 240 100 140 5,43 1,71 4,27 2,39 2,39 2,39 2,39 2,39 5,14 8,21 8,27 8,27 8,27 SPLATE = 8 mm 9 RV,k [kN] SPLATE = 4 mm 7 RV,k [kN] SPLATE = 6 mm b SPLATE = 3 mm L SPAN = 12 mm d1 [mm] [mm] [mm] [mm] [mm] SPAN = 15 mm d1 eq. 8,27 9,92 16,32 5,20 10,38 18,13 5,20 10,38 18,13 5,20 10,38 18,13 5,20 10,38 18,13 5,20 NOTES: GENERAL PRINCIPLES: (1) The characteristic shear resistances are calculated considering an OSB3 or • Characteristic values comply with the EN 1995:2014 standard in accordance with ETA-11/0030. OSB4 panel, as per EN 300, or a particle board panel, as per EN 312, with thickness SPAN. (2) The shear resistance characteristics are calculated considering the case of a thin plate (SPLATE ≤ 0,5 d1). (3) The shear resistance characteristics are calculated considering the case of a thick plate (SPLATE ≥ d1). (4) The axial thread withdrawal resistance was calculated considering a 90° angle between the grain and the connector and for a fixing length of b. (5) The axial resistance to head pull-through was calculated using timber ele- • Design values can be obtained from characteristic values as follows: Rd = Rk kmod γM The coefficients γM and kmod should be taken according to the current regulations used for the calculation. ments. • For the mechanical resistance values and the geometry of the screws, reference was made to ETA-11/0030. In the case of steel-to-timber connections, generally the steel tensile strength is binding with respect to head separation or pull-through. • For the calculation process a mass density equal to ρk = 550 kg/m3 has been considered for hardwood (oak) elements. • Values were calculated considering the threaded part as being completely inserted into the wood. • Sizing and verification of the timber elements, panels and steel plates must be done separately. • The connector characteristic strength values are calculated for screws inserted without pre-drilling hole. 64 | HBS HARDWOOD | CARPENTRY
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