k_crit∙ f_(m,d)=0,97 ∙29,3 N/mm^2=28,6 N/mm^2 σ_(m,d)≤k_crit∙ f_(m,d)→OK Shear resistance V_d = E_(d,ULS)∙s∙L/2 = 22,3kN/m∙2,3m/2 = 25,6 kN τ_(v,d)=〖3∙V〗_d/(2∙A)=(3∙25,6 kN)/(2 ∙13500mm^2 )=2,84 N/mm^2 f_(v,0,edge,d)=k_mod/γ_M ∙f_(v,0,edge,k)=0,8/1,2∙4,2 N/mm^2 =2,8 N/mm^2 τ_(m,d)>f_(v,0,edge,d) →NOT OK The design shear force may be reduced by determining it from a distance of the beam height h from the support edge: =� m,k m,crit =�44 N/mm2 72,2N/mm2 = 0,78 (4.41) when 0,75 < rel,m≤1,4 , crit =1,56−0,75∙ rel,m=1,56−0,75∙ 0,78=0,97 crit ∙ m,d =0,97 ∙ 29,3 N/mm2 = 28,6 N/mm2 m,d ≤ crit ∙ m,d → d = d,ULS ∙ ∙ /2 = 22,3kN/m∙ 2,3m/2 = 25,6 kN v,d = 3∙ d 2∙ = 3∙ 2 25,6 kN ∙ 13500mm2 = 2,84 N/mm2 v,0,edge,d = mod M ∙ v,0,edge,k = 0 1 , , 8 2∙ 4,2 m N m2 = 2,8 N/mm2 m,d > v,0,edge,d →NOT OK red,d = d ∙ �1− 2ℎ+ support �=25,6kN∙ �1−2∙ 3002m30m0+mm150mm� red,d =17,2kN v,d = 3∙ d 2∙ = 3∙ 2 17,2 kN ∙ 13500mm2 = 1,92 N/mm2 m,d < v,0,edge,d →OK c,90,d = d = 25,6 kN c,90,d = c,90,d ef = c,90,d ∙� support+15 mm� (4.14) c,90,d = 25,6kN 45mm∙ (150mm + 15mm) = 3,4 N/mm2 c,90 ∙ c,90,edge,d = c,90 ∙ mod M ∙ c,90,edge,k =1,0∙ 0 1 , , 8 2∙ 6 N/mm2 = 4 N/mm2 c,90,d ≤ c,90 ∙ m,0,edge,d →OK (4.13) inst = inst,g + inst,q inst,g =5∙ d,SLS∙ ∙ 4 384∙ mean∙ + 6 5∙ d,SLS∙ ∙ 2 8∙ mean (4.74) 9. CALCULATION EXAMPLES OF LVL STRUCTURES V_(red,d)=V_d∙(1-(2h+l_support)/l)=25,6kN∙(1-(2∙300mm+150mm)/2300mm) V_(red,d)=17,2kN τ_(v,d)=〖3∙V〗_d/(2∙A)=(3∙17,2 kN)/(2 ∙13500mm^2 )=1,92 N/mm^2 τ_(m,d)<f_(v,0,edge,d) →OK Compression perpendicular to grain F_(c,90,d) = V_d = 25,6 kN σ_(c,90,d)=F_(c,90,d)/A_ef =F_(c,90,d)/(b∙(l_support+15 mm) ) (4.14) σ_(c,90,d)=25,6kN/(45mm∙(150mm+15mm))=3,4 N/mm^2 k_(c,90)∙f_(c,90,edge,d)=k_(c,90)∙k_mod/γ_M ∙f_(c,90,edge,k)=1,0∙0,8/1,2∙6 N/mm^2=4 N/m σ_(c,90,d)≤k_(c,90)∙f_(m,0,edge,d) →OK (4.13) 2 1 A red h V V l l v,d = 3∙ d 2∙ = 3∙ 2 25,6 kN ∙ 13500mm2 = 2,84 N/mm2 v,0,edge,d = mod M ∙ v,0,edge,k = 0 1 , , 8 2∙ 4,2 m N m2 = 2,8 N/mm2 m,d > v,0,edge,d →NOT OK red,d = d ∙ �1− 2ℎ+ support �=25,6kN∙ �1−2∙ 3002m30m0+mm150mm� red,d =17,2kN v,d = 3∙ d 2∙ = 3∙ 2 17,2 kN ∙ 13500mm2 = 1,92 N/mm2 m,d < v,0,edge,d →OK c,90,d = d = 25,6 kN c,90,d = c,90,d ef = c,90,d ∙� support+15 mm� (4.14) c,90,d = 25,6kN 45mm∙ (150mm + 15mm) = 3,4 N/mm2 c,90 ∙ c,90,edge,d = c,90 ∙ mod M ∙ c,90,edge,k =1,0∙ 0 1 , , 8 2∙ 6 N/mm2 = 4 N/mm2 c,90,d ≤ c,90 ∙ m,0,edge,d →OK (4.13) inst = inst,g + inst,q inst,g =5∙ d,SLS∙ ∙ 4 384∙ mean∙ + 6 5∙ d,SLS∙ ∙ 2 8∙ mean (4.74) v,d = 3∙ d 2∙ = 3∙ 2 25,6 kN ∙ 13500mm2 = 2,84 N/mm2 v,0,edge,d = mod M ∙ v,0,edge,k = 0 1 , , 8 2∙ 4,2 m N m2 = 2,8 N/mm2 m,d > v,0,edge,d →NOT OK red,d = d ∙ �1− 2ℎ+ support �=25,6kN∙ �1−2∙ 3002m30m0+mm150mm� red,d =17,2kN v,d = 3∙ d 2∙ = 3∙ 2 17,2 kN ∙ 13500mm2 = 1,92 N/mm2 m,d < v,0,edge,d →OK , ,d = d = 25,6 kN c,90, = c,90,d ef = c,90,d ∙� support+15 mm� (4.14) c,90,d = 25,6kN 45mm∙ (150mm + 15mm) = 3,4 N/mm2 c,90 ∙ c,90,edge,d = c,90 ∙ mod M ∙ c,90,edge,k =1,0∙ 0 1 , , 8 2∙ 6 N/mm2 = 4 N/mm2 c,90,d ≤ c,90 ∙ m,0,edge,d →OK (4.13) inst = inst,g + inst,q inst,g =5∙ d,SLS∙ ∙ 4 384∙ mean∙ + 6 5∙ d,SLS∙ ∙ 2 8∙ mean (4.74) v,d = 3∙ d 2∙ = 3∙ 2 25,6 kN ∙ 13500mm2 = 2,84 N/mm2 v,0,edge,d = mod M ∙ v,0,edge,k = 0 1 , , 8 2∙ 4,2 m N m2 = 2,8 N/mm2 m,d > v,0,edge,d →NOT OK red,d = d ∙ �1− 2ℎ+ support �=25,6kN∙ �1−2∙ 3002m30m0+mm150mm� red, =17,2kN v,d = 3∙ d 2∙ = 3∙ 2 17,2 kN ∙ 13500mm2 = 1,92 N/mm2 m,d < v,0,edge,d →OK c,90,d = d = 25,6 kN c,90,d = c,90,d ef = c,90,d ∙� support+15 mm� (4.14) c,90,d = 25,6kN 45mm∙ (150mm + 15mm) = 3,4 N/mm2 c,90 ∙ c,90,edge,d = c,90 ∙ mod M ∙ c,90,edge,k =1,0∙ 0 1 , , 8 2∙ 6 N/mm2 = 4 N/mm2 c,90,d ≤ c,90 ∙ m,0,edge,d →OK (4.13) inst = inst,g + inst,q inst,g =5∙ d,SLS∙ ∙ 4 384∙ mean∙ + 6 5∙ d,SLS∙ ∙ 2 8∙ mean (4.74) 186 LVL Handbook Europe
RkJQdWJsaXNoZXIy MjU0MzgwNw==