Rothoblaas - Plates and Connectors Č. 20239 - Strana 322
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Textová verze Rothoblaas - Plates and Connectors Strana 322
TENSILE STRENGTH VALUES VALID FOR ALL PILLAR MODELS Upper/lower column screws Ft Ft,k C24(13) GL24h(14) GL28h(15) GL32h(16) [pcs - ØxL] [kN] [kN] [kN] [kN] 4 VGS Ø11x250 34,60 37,32 40,38 41,54 4 VGS Ø11x400 56,20 60,65 65,64 67,49 Ft NOTES: GENERAL PRINCIPLES: (1) • For tCLT panel thickness intermediate to those listed in the table, it is recommended to use the Fslab,k strength values provided for the lower thickness . The coefficient γ M0 corresponds to the partial coefficient for steel S355 sections strength and it should be taken according to the current regulations used for the calculation . For example, according to EN 1995-1-1 it is to be considered as 1,00 . (2) The coefficient γ M0* corresponds to the partial coefficient for steels section strength not covered by EN1993-1-1 . This should be taken according to the current regulations used for the calculation . In the absence of normative indications, it is recommended to use a value γ M0*=1,10 . (3) The PILLAR connector model in question is optimized for use with GL32h glulam columns . Use of materials with inferior characteristics leads to overdimensioning of the connector metal components . (4) The PILLAR connector model in question is optimized for use with LVL GL75 timber columns in accordance with ETA-14/0354 . Use of materials with inferior characteristics leads to overdimensioning of the connector metal components . (5) For safety reasons, the strength is calculated using a k steel coefficient valid for timber columns C24 . The same value can be used for GL24h, GL28h and GL32h columns . (6) The strength is calculated using a k steel coefficient valid for GL32h timber columns . If other materials are used for columns, the strength must be calculated with reference to ETA-19/0700 . (7) The strength is calculated using a k steel coefficient valid for GL75 timber columns . If other materials are used for columns, the strength must be calculated with reference to ETA-19/0700 . (8) The compressive strength of the cylinder has been calculated for a panel height of 280 mm . In all other cases, the same value can be used for safety purposes . (9) The connector is supplied without top plate . The steel column can be connected directly to the PILLAR connector through 4 M12 bolts . The top column must be equipped with a plate, dimensioned by the designer, suitable to transfer the load to the PILLAR connector . (10) (11) (12) • The design values on timber side can be obtained from the characteristic values as follows . The coefficients γ M ,yMT and kmod should be taken according to the current regulations used for the calculation . The γ M coefficient is the relevant safety coefficient on connection side while the γ MT coefficient is the relevant safety coefficient on timber side . Rslab,d = Rslab,k kmod γM Rtimber,up,d = Rt,d = Rt,k kmod γM Rtimber,up,k kmod γMT Rtimber,down,d = Rtimber,down,k kmod γMT • The design values on steel side can be obtained from the characteristic values as follows . The coefficients γsteel should be taken according to the current regulations used for the calculation (see notes 1 and 2) . Rtp,d = Rtp,k γsteel Rlt,d = Rlt,k γsteel Rb,d = Rb,k γsteel Rbp,d = Rbp,k γsteel • The following expressions must be fulfilled for the verifications: Fslab,d The bottom plate of the PILLAR connector is not dimensioned to spread the load on the lower steel column . This must be equipped with a plate, dimensioned by the designer, suitable to receive the load from the PILLAR connector . Rslab,d The strength values for 220 mm thick CLT slabs are not indicated in ETA19/0700 . For safety reasons, the table shows the values provided for 200 mm thick floors . min Rtimber,up,d ; Rtp,d ; Rlt,d ; Rb,d ; Rbp,d The strength values for 280 mm thick CLT slabs are not indicated in ETA19/0700 . For safety reasons, the table shows the values provided for 240 mm thick floors . (13) Values calculated according to ETA-11/0030 . A C24 solid timber column with ρ k = 350 kg/m3 has been considered in the calculation . (14) Values calculated according to ETA-11/0030 . A GL24h glulam column with ρ k = 385 kg/m3 has been considered in the calculation . (15) Values calculated according to ETA-11/0030 . A GL28h glulam column with ρ k = 425 kg/m3 has been considered in the calculation . (16) Values calculated according to ETA-11/0030 . A GL32h glulam column with ρ k = 440 kg/m3 has been considered in the calculation . ≤ 1,0 Fco,up,d { } Fco,up,d + Fslab,d ≤ 1,0 ≤ 1,0 Rtimber,down,d Ft,d ≤ 1,0 Rt,d • The compression strength perpendicular to the fiber in the floor (Fslab,d) does not include the shear and rolling shear strength of the CLT panel in the area affected by the presence of the support . The floor at the Ultimate Limit State and the Service Limit State must be verified separately . • The checks on the column side refer to the compressive strength parallel to the fiber, at the PILLAR connector . Column instability must be verified separately . 322 | PILLAR | PANELS AND BUILDING JOINTS
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