Wood element bending EC5 - Online Structural Design€¦ · EN 338 : 2003 - Structural Timber;...
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Calc. No. Project No. Project Title: Calc. By Date Rev. Subject: Author today 0 M y,Ed = 4 kN*m M z,Ed = 0.5 kN*m h = 20 cm height d = 15 cm width A = 300.00 cm 2 I Y = 10000.00 cm 4 I z = 5625.00 cm 4 C14 f m,k = 14 N/mm 2 γ m = 1.3 ρ wood = 600 kg/m 3 k h = 1.00 k mod = 0.8 f m.y.d = f m.z.d = / γ m = 8.62 N/mm 2 σ m.y.d = 4.00 N/mm 2 σ m.z.d = 0.67 N/mm 2 k m = 0.7 Check on for y-y axis 0.518 < 1 Check on for z-z axis 0.402 < 1 EN 1995-1-1:2004 - Eurocode 5: Design of timber structures - Part 1-1: Common rules and rules for buildings References: Design bending stress about the principal z axis per EN 1995-1-1 - Section 6.1.6 (2) per EN 1995-1-1 - Section 6.1.6, formula (6.11) per EN 1995-1-1 - Section 6.1.6, formula (6.12) element OK element OK M z,Ed * (d/2) / I z = for rectangular sections k m * ( σ m.y.d / f m.y.d ) + ( σ m.z.d / f m.z.d ) = ( σ m.y.d / f m.y.d ) + k m * ( σ m.z.d / f m.z.d ) = d 3 *h/12 = moment of inertia about y-y axis moment of inertia about z-z axis for (h<150mm) k h = min( (15/h) 0.2 ; 1.3) timber density per EN 338-97 - Table 1 Characteristic bending strength Material characteristics EN 338 : 2003 - Structural Timber; Strength Classes k mod *k h * f m,k per EN 1995-1-1 - Section 2.4.1, formula (2.14) per EN 1995-1-1 - Table 2.3 f t,0,k may be increased by the factor k h per EN 1995-1-1 - Table 3.1 Load duration classes per EN 1995-1-1 Section 2.3.1.2 - Table 2.1 and 2.2 Service classes per EN 1995-1-1 - Section 2.3.1.3 design bending strength about y and z axis M y,Ed * (h/2) / I y = 1.3 for solid timber, 1.25 for glued laminated timber per EN 1995-1-1 - Section 3.2 (3), formula (3.1) for timber with density less than 700 kg/m 3 and h < 150mm the characteristic valus of f m,k and d*h = section area Element dimensions - Rectangular cross section Section Properties Design bending stress about the principal y axis Wood strength class: d*h 3 /12 = bending moment y-y bending moment z-z Maximum working loads (Ultimate Limit State) Wood Element Bending Moment Capacity Calculation (Eurocode 5) per EN 1995-1-1:2004* & EN 338* CALC. NUMBER CALCULATION SHEET PROJECT NUMBER Project Name Wood Element Bending Moment Capacity (Eurocode 5) COMPANY NAME
Transcript of Wood element bending EC5 - Online Structural Design€¦ · EN 338 : 2003 - Structural Timber;...
Calc. No.
Project No.
Project Title: Calc. By Date Rev.
Subject: Author today 0
My,Ed= 4 kN*m
Mz,Ed= 0.5 kN*m
h = 20 cm height
d = 15 cm width
A = 300.00 cm2
IY = 10000.00 cm4
Iz = 5625.00 cm4
C14
fm,k = 14 N/mm2
γm = 1.3
ρwood = 600 kg/m3
kh = 1.00
kmod = 0.8
fm.y.d = fm.z.d = / γm = 8.62 N/mm2
σm.y.d = 4.00 N/mm2
σm.z.d = 0.67 N/mm2
km = 0.7
Check on for y-y axis
0.518 < 1
Check on for z-z axis
0.402 < 1
EN 1995-1-1:2004 - Eurocode 5: Design of timber structures - Part 1-1: Common rules and rules for buildings
References:
Design bending stress about the principal z axis
per EN 1995-1-1 - Section 6.1.6 (2)
per EN 1995-1-1 - Section 6.1.6, formula (6.11)
per EN 1995-1-1 - Section 6.1.6, formula (6.12)
element OK
element OK
Mz,Ed * (d/2) / Iz =
for rectangular sections
km * ( σm.y.d / fm.y.d ) + ( σm.z.d / fm.z.d ) =
( σm.y.d / fm.y.d ) + km * ( σm.z.d / fm.z.d ) =
d3*h/12 =
moment of inertia about y-y axis
moment of inertia about z-z axis
for (h<150mm) kh = min( (15/h)0.2
; 1.3)
timber density
per EN 338-97 - Table 1
Characteristic bending strength
Material characteristics
EN 338 : 2003 - Structural Timber; Strength Classes
kmod *kh * fm,k
per EN 1995-1-1 - Section 2.4.1, formula (2.14)
per EN 1995-1-1 - Table 2.3
ft,0,k may be increased by the factor kh
per EN 1995-1-1 - Table 3.1
Load duration classes per EN 1995-1-1
Section 2.3.1.2 - Table 2.1 and 2.2
Service classes per EN 1995-1-1 - Section 2.3.1.3
design bending strength about y and z axis
My,Ed * (h/2) / Iy =
1.3 for solid timber, 1.25 for glued laminated timber
per EN 1995-1-1 - Section 3.2 (3), formula (3.1)
for timber with density less than 700 kg/m3 and
h < 150mm the characteristic valus of fm,k and
d*h = section area
Element dimensions - Rectangular cross section
Section Properties
Design bending stress about the principal y axis
Wood strength class:
d*h3/12 =
bending moment y-y
bending moment z-z
Maximum working loads (Ultimate Limit State)
Wood Element Bending Moment Capacity Calculation (Eurocode 5) per EN 1995-1-1:2004* & EN 338*
CALC. NUMBER
CALCULATION SHEET PROJECT NUMBER
Project Name
Wood Element Bending Moment Capacity (Eurocode 5)
COMPANY NAME
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