LVL Handbook EUROPE

212 / 228

9. CALCULATION EXAMPLES OF LVL STRUCTURES
The embedment strength of 2,5x60 mm round nail in LVL 36 C and LVL 48P
fh,k = 0,082∙ ρk∙d-0,3 = 0,082∙480∙2,5-0,3 = 29,9 N/mm2
When the nails are produced from wire with tensile strength fu = 600 N/mm2, the characteristic value of the
yield moment My,k for round nails is
My,k = 0,3∙fu∙d2,6 = 0,3∙600∙(2,5)2,6 = 1949 Nmm
The influence of rope effect based on the axial withdrawal capacity Fax,k of round nails is negligible. With these
properties FV,nail,Rk is as the minimum of failure modes (a )-(f)
F_(V,nail,Rk)=min{█(2,02 (a)@2,47 (b)@0,94 (c)@0,78 (d)@0,92 (e)@0,62 (f))┤=0,62 kN
F_(f,Rd)=k_mod/γ_M ∙1,2∙F_(V,nail,Rk)=1,1/1,3∙1,2∙0,62 kN=0,63 kN
kmod = 1,1 for instantaneous load (wind load) in service class 1
γM = 1,3 for connections (default value in EC5)
F_(V,Rd)=(F_(f,Rd)∙b∙c)/s=(0,63 kN∙1200 mm∙0,96)/(100 mm)=7,3 kN
Shear buckling of the panel may be disregarded, when the stud spacing bnet / t ≤ 100.
b_net/t=(600 mm)/(27 mm)=22 ≤100 →OK
In order to with stand a horizontal force FV,Ed = 7,3 kN, the diaphragm panel shall be anchored at the bottom
corners for the external forces
F_(t,Ed)=F_(c,Ed)= (F_(V,Rd)∙h)/b=(7,3kN∙2500 mm)/(1200 mm)=15,2 kN
The contact area between perimeter stud and the end of the horizontal sole plate shall be verified for compres-
sion perpendicular to the grain.
σ_(c,90,d)≤k_(c,90) 〖∙f〗_(c,90,d)
σ_(c,90,d)=F_(c,90,d)/A_ef =F_(c,90,d)/(l∙(b+30 mm))=15,2kN/(150 mm ∙ (51 mm+30 mm) )=1,3N/
mm^2
kc,90 is 1,4 for LVL-P flatwise and fc,90,k is 2,2 N/mm2.
γM =1,2 (default value in EC5)
k_(c,90)∙f_(c,90,flat,d)=1,4∙1,1/1,2∙2,2 N/mm^2 =2,8 N/mm^2>σ_(c,90,d)→OK
Anchoring can be done with e.g. Rothoblaas WHT340 brackets for tension loads and Titan TFC200 brackets
for shear loads.
V,nail,Rk = min
⎩⎪⎨ ⎪⎧ 2,02 ( )
2,47 ( )0,94 ( )
0,78 ( )0,92 ( )
0,62 ( )
= 0,62 kN
f,Rd = mod M∙ 1,2 ∙ V,nail,Rk = 1,1 1,3 ∙ 1,2 ∙ 0,62 kN = 0,63 kN
V,Rd = f,Rd ∙ ∙ = 0,63 kN ∙ 1200 mm ∙ 0,96100 mm = 7,3 kN
net = 600 mm 27 mm = 22 ≤ 100 → OK
t,Ed = c,Ed = V,Rd ∙ ℎ = 7,3kN ∙ 2500 mm1200 mm = 15,2 kN
c,90,d ≤ c,90 ∙ c,90,d
V,nail,Rk = min
⎩⎪⎨ ⎪⎧ 2,02 ( )
2,47 ( )0,94 ( )
0,78 ( )0,92 ( )
0,62 ( )
= 0,62 kN
f,Rd = mod M∙ 1,2 ∙ V,nail,Rk = 1,1 1,3 ∙ 1,2 ∙ 0,62 kN = 0,63 kN
V,Rd = f,Rd ∙ ∙ = 0,63 kN ∙ 1200 mm ∙ 0,96100 mm = 7,3 kN
net = 600 mm 27 mm = 22 ≤ 100 → OK
t,Ed = c,Ed = V,Rd ∙ ℎ = 7,3kN ∙ 2500 mm1200 mm = 15,2 kN
c,90,d ≤ c,90 ∙ c,90,d
V,nail,Rk = in ⎪⎨ ⎪⎧ 2,02 ( )2,47 ( )0,94 ( )
0,78 ( ), ( )
0,62 ( )
= 0,62 kN
f,Rd = mod ∙ 1,2 ∙ V,nail,Rk = 1,1 1,3 ∙ 1,2 ∙ 0,62 kN = 0,63 kN
V,Rd = f,Rd ∙ ∙ = 0,63 kN ∙ 1200 ∙ 0,96
100 , k
net mm m
t,Ed = c,Ed = V,Rd ∙ ℎ = 7,3kN ∙ 2500 mm1200 mm = 15,2 kN
c,90,d ≤ c,90 ∙ c,90,d
V,nail,Rk = min
⎩⎪⎨ ⎪⎧ 02 )
2,47 )0,94 ( )
0,78 ( ) 9 0,62 ( )= 0,62 kN
f,Rd = mod M∙ 1,2 ∙ V,nail,Rk = 1,1 1,3 ∙ 1,2 ∙ 0,62 kN = 0,63 kN
V,Rd = f,Rd ∙ ∙ = 0,63 kN ∙ 1200 m ∙ 0,96100 mm = 7,3 kN
net = 600 m 27 mm = 22 ≤ 100 → OK
t,Ed = c,Ed = V,Rd ∙ ℎ = 7,3kN ∙ 2500 mm1200 mm = 15,2 kN
c,90,d ≤ c,90 ∙ c,90,d
c,90,d = c,90,d ef = c,90,d ∙ ( + 30 mm) = 15,2kN
150 mm ∙ (51 mm + 30 mm) = 1,3N/mm2
c,90 is 1,4 for LVL-P flatwise and fc,90,k is 2,2 N/mm 2.
c,90 ∙ c,90,flat,d = 1,4 ∙ 1,1 1,2 ∙ 2,2 Nmm2 = 2,8 N/mm2 > c,90,d → OK
V,nail,Rk in ⎪⎨ ⎪ 2,02 ( )2,47 ( 0,94 )
0,78 ( ) ( ) = 0,62
f,Rd mod M ∙ 1,2 ∙ V,nail,Rk 1,1 1,3 ∙ 1,2 ∙ 0,62 k 0,63 k
V,Rd = f,Rd ∙ ∙ = 0,63 kN ∙ 1200 ∙ 0,96
100
net m
t,Ed = c,Ed V,Rd ∙ ℎ 7,3k ∙ 2500 2
c,90,d ≤ c,90 ∙ c,90,d
245 (255)
he contact area betw en perimet stud and the end of the horiz ntal so e plate shall be
erified for compression perpendicular to the grain.
c,90,d ≤ c,90 ∙ c,90,d
c,90,d = c,90,d ef c,90,d ∙ ( ) ,
0 ∙ (51 ) 1,3N/mm2
, is , f r - fl t i fc,90,k is , /m 2.
Material safety factor γM (default value in EC5) = 1,2
c,90 ∙ mod M∙ c,90,flat,k = 1,4 ∙ 1,1 1,2 ∙ 2,2 Nmm2 = 2,8 N/mm2 > c,90,d → OK
nchoring can be done with e.g. Rothoblaas WHT340 brackets for tension loads nd Titan
FC200 brackets f r shear loads.
.11 Main beam of roof structure in 30min fire exposure
ingle-span main beam of a flat roof structure is GLVL 48 P beam 133x400 mm. Span length
L = 4000 mm, width of the loading area 8000 mm and roof purlins are on the top of the
eam. Support length is 100 mm. Snow load sk is 2,5 kN/m2, own weight of the roof structure
1,0 kN/m2 and own weigh of the beam is 0,2 kN/m. The structure fulfils the ULS and SLS
equirements in normal temperature where wnet,fi ≤ L/300 has been the most critical
equirement. The fire resistance R30 of the beam needs to be verified for fire exposure on all
ides of the beam.210 LVL Handbook Europe