Rothoblaas - Plates and Connectors Page 131
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STATIC VALUES | STEEL-TO-TIMBER JOINT SLIDING RESISTANCE RV Fv SPLATE 45° L S g Fv Amin d1 VGU VGS d1 timber L [mm] [mm] timber steel Sg A min RV,k(1) Sg A min RV,k(1) Sg A min RV,k(1) Rtens,k 45°(2) [mm] [mm] [kN] [mm] [mm] [kN] [mm] [mm] [kN] [kN] SPLATE VGU1345 13 timber 5 mm 10 mm 15 mm 100 65 65 7,54 60 60 6,96 50 55 5,80 150 115 100 13,35 110 100 12,77 100 90 11,61 200 165 135 19,15 160 135 18,57 150 125 17,41 300 265 205 30,76 260 205 30,18 250 195 29,02 400 365 280 42,37 360 275 41,79 350 265 40,63 500 465 350 53,97 460 345 53,39 450 340 52,23 600 565 420 65,58 560 415 65,00 550 410 63,84 37,48 NOTES: (1) The connector pull-out strength has been evaluated by considering a 45° angle to the grain and an effective length of the threaded part equal to S g� (2) The connector tensile strength was calculated considering a 45° angle between the fibres and the connector� GENERAL PRINCIPLES: • Characteristic values are consistent with EN 1995-1-1 and in accordance with ETA-11/0030� • For intermediate values of S PLATE linear interpolation is allowed� • For the calculation process a timber density ρ k = 385 kg/m3 has been considered� • Dimensioning and verification of timber elements and steel plates must be carried out separately� • For a row of n connectors parallel to the Fv stress, it is recommended that the effective load-bearing capacity is evaluated as : Rv,d,tot = n ef · Rv,d with n ef = max { 0,9 n ; n 0,9 } • The design sliding strength of the joint is either the timber-side design strength (R V,d) or the steel design strength (Rtens,d 45°), whichever is lower: RV,d = min RV,k kmod γM Rtens,k 45° γM2 The coefficients kmod and yM should be taken according to the current regulations used for the calculation� • For the correct realization of the joint, the fastener head should be fully embedded into the VGU washer� CONCEALED BEAM JOINTS | VGU | 131
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